HomeMy WebLinkAboutCLE202300052 Other 2023-04-06 (2)ARCHITECTURAL
# SHEET TITLE
00VER SHEET
1.0
LIFE SAFETY PLAN
.5
I1.0
GENERAL NOTES/SCHEDULES
.6
WALLTYPES
FLOOR PLAN
0
ROOF PLAN & NOTES
.1
ROOF DETAILS
.0
EXTERIOR ELEVATIONS
.1
EXTERIOR ELEVATIONS & DTL
.1
STOREFRONT DETAILS
.0
BUILDING SECTIONS
.1
PARTIAL BUILDING SECTIONS
2
PARTIAL BUILDING SECTIONS
1
FIXED LADDER DETAILS
.2
EXTERIOR DETAILS
.0
FINISH FLOOR PLAN
.1
RETAIL INTERIOR ELEVATIONS
10.0
INTERIOR ELEVATIONS
10.1
112
INTERIOR ELEVATIONS
11.0
INTERIOR DETAILS
11.1
INTERIOR DETAILS
11.2
INTERIOR DETAILS
.0
TRASH COMPOUND
EQUIPMENT PLAN & SCHEDULE
TYPICAL EQUIPMENT DETAILS
TYPICAL EQUIPMENT DETAILS
GRAPHICS PLAN AND ELEVATIONS
STRUCTURAL
#
SHEET TITLE
.0
GENERALNOTES
.0
FOUNDATION PLAN
.0
ROOF FRAMING PLAN
.0
FRAMING ELEVATIONS
A
FRAMING ELEVATIONS
S7.0
FRAMING DETAILS
S7.1
FRAMING DETAILS
S7.2
FRAMING DETAILS
S7.3
FRAMING DETAILS
S7.4
FRAMING DETAILS
S8.0
3D VIEW
S9.0
STRUCTURAL TRASH COMPOUND
MECHANICAL
#
SHEET TITLE
M1.0
HVAC FLOOR PLAN
M2.0
HVAC ROOF PLAN & DETAILS
M3.0
MECHANICAL SCHEDULES & NOTES
PROJECT INFORMATION
PROJECT CONSISTS OF A CONVENIENCE RETAIL STORE WITH GASOLINE STEEL
CANOPY - OPEN 24 HOURS.
IICTION ALBERMARLE COUNTY COMMUNITY DEVELOPMENT DEPARTMENT
401 MCINTIRE RD., NORTH WING
CHARLOTTESVILLE, VA22902
PHONE 434-296-5832
CODE INFORMATION
BUILDING VERSION 2018 VA CONSTRUCTION CODE USE GROUP 'M' MERCANTILE
PLUMBING 2018 VA PLUMBING CODECONSTRUCTION TYPE V - B, NOT
MECHANICAL 2018 VA MECHANICAL CODE SPRINKLERED
ELECTRICAL 2017 NAT. ELEC. CODE GROSS BUILDINGAREA 6,049.SF
GAS 2018 VA FUEL GAS CODE OCCUPANTLOAD 78
ENERGY 2018 VA ENERGY CONSERVATION CODE
FIRE PREVENTION 2018 VA STATEWIDE FIRE PREVENTION CODE
ACCESSIBILITY 2018 VA CONSTRUCTION CODE, CH. 11/ANSI At 17.1-2009
LOCAL REGULATIONS 2018 VIRGINIA CONSTRUCTION CODE, CHAPTER 11
REQUIRED PROVIDED
EXT. BRG. WALLS 0 HR 0 HR
EXT. NON-BRG. WALLS 0 HR 0 HR
INT. BRG. WALLS 0 HR 0 HR
INT. NON-BRG. WALLS 0 HR 0 HR
MISC. STORAGE 0 HR 0 HR
COLUMNS 0 HR 0 HR
STORAGE (EXTERIOR) 0 HR 0 HR
TRASH STAGING 0 HR 0 HR
SAFETY SYSTEM
ALL SAFETY SYSTEMS SHALL COMPLY WITH NFPA LATEST EDITION
EMERGENCY LIGHTING: PROVIDED
ILLUMINATED EXIT SIGNAGE : PROVIDED
AUTOMATIC FIRE ALARM SYS : PROVIDED
MANUAL FIRE ALARM SYS : PROVIDED
SMOKE DETECTION SYS : PROVIDED
FIRE EXTINGUISHERS WILL BE PROVIDED BY WAWA IN ACCORDANCE
WITH NFPA-10. FINAL FIRE EXTINGUISHER TYPE AND LOCATIONS TO BE
APPROVED BY THE FIRE OFFICIAL PRIOR TO OCCUPANCY. THE
PROPOSED LOCATIONS ARE SHOWN ON SHEET LS & A1.0.
PLUMBING
# SHEETTITLE
P1.0 PLUMBING SANITARY PLAN
P1.1 SLAB PENETRATION DIMENSION PLAN
P2.0 PLUMBING DOMESTIC WATER PLAN
P3.0 PLUMBING ROOF PLAN & GAS RISER
ELECTRICAL
#
SHEET TITLE
E1.0
ELECTRICAL POWER PLAN
E2.0
ELECTRICAL LIGHTING PLAN
E3.0
ELECT. ROOF POWER & LIGHTING PLAN
E4.0
ELECTRICAL CONDUIT PLAN
E5.0
ELECTRICAL PANEL SCHEDULES
E6.0
ELECTRICAL ROOM PLAN & ELEVATIONS
E7.0
ELECTRICAL ELEVATIONS
E8.0
ELECTRICAL SINGLE LINE DIAGRAM
E9.0
ELECTRICAL FIRE ALARM DEVICE PLAN
E10.0
ELECTRICAL SECURITY SYSTEM PLAN
E11.0
ELECTRICAL LOW VOLTAGE CABLE PLAN
SYMBOLS LEGEND
1 DETAIL 16
A101)SIM REFERENCE
O
1 IM BUILDING SECTION
A101 V1
S
AAXX.XX
;%Im
WALL SECTION
1 Ref
A101 INTERIOR
ELEVATION
,Ref
Ref
1 A101 1 D 10� EXTERIOR
ELEVATION
1
Ref
Room name ROOM TAG
ACRC
BLOCKING
TAG
KEYNOTE
DOOR
NUMBER
EQUIPMENT
TAG
INTERIOR
FINISH TAG
Name DATUM
Elevation ELEVATION
O
1 View Name DETAIL
A101 SCALE: 1/8" = 1'-0" DESCRIPTION
GRID HEAD
GAS CANOPY
# SHEET TITLE
CA1.0 ARCH- CANOPY PLAN, ELEVATIONS, AND DETAILS
CA2.0 ARCH- CANOPY ROOF PLAN, ELEVATIONS, AND
DETAILS
CE1.0 ELECTRICAL CANOPY PLANS, DETAILS,
SCHEDULES
CS1.0 DESIGN CRITERIA AND NOTES
CS2.0 FOUNDATION PLAN
CS3.0 FRAMING PLAN
CS4.0 SECTIONS
CS5.0 DETAILS
CS6.0 DETAILS
MATERIALS LEGEND
CONCRETE
MASONRY UNIT
(CMU)
FA BRICK
STONE
CONCRETE
ROUGH WOOD
FINISHED WOOD
CPVC TRIM
OEM IITi lli ili EARTH
•" "•
TAG
NUNN
CONCRETE
MASONRY UNIT
(CMU)
(ELEVATION)
BRICK
(ELEVATION)
STONE
(ELEVATION)
EIFS
(ELEVATION)
STUCCO
(ELEVATION)
SIDING
(ELEVATION)
GLASS
(ELEVATION)
CERAMIC TILE -
RESTROOM
(ELEVATION)
CERAMIC TILE -
FOOD SERVICE
(ELEVATION)
ACROVYN
(ELEVATION)
FIBER REINFORCED
PLASTIC (FRP)
(ELEVATION)
RT 29 & GREENBRIER
DR CHARLOTTESVILLE, VA
WAWA W50FBiiiiiiiiiiiVA v2021.1-MA
CUSTOMIZATION LEVEL: C(1)
BUILDING AUTOMATION SYSTEM (BAS)
GENERAL CONTRACTOR TO INSTALL WATER METER(S) FOR B.A.S. PER PLUMBING
DRAWINGS P5.0, AND PROVIDE UNDERGROUND CONDUIT TO EQUIPMENT #C3.2 SHOWN ON
DRAWING EQ1.0. B.A.S. REFRIGERATION COMPANY INSTALLERS SHALL SUPPLY AND
INSTALL B.A.S. AND CENTRAL WIRING PER CURRENT EDITION OF "BUILDING AUTOMATION
SYSTEM 2010 (LITE) MASTER-BILT NEW STORES B.A.S. MASTER SPECS" BY HVAC CONCEPTS
INC. AND AVAILABLE IN PLAN EXPRESS PROJECT FOLDER.
GENERAL ABBREVIATION LEGEND
B
ANCHOR BOLT
EDC
ELECTRICAL DISTRIBUTION CENTER
HSA
HEADED STUD ANCHOR
NTS
NOT TO SCALE
SCHED
SCHEDULE
CT
ACOUSTICAL CEILING TILE
EIFS
EXTERIOR INSULATION AND FINISH SYSTEM
INFO
INFORMATION
OC
ON CENTER
SDI
STEEL DECK INSTITUTE
FF
ABOVE FINISH FLOOR
EJ
EXPANSION JOINT
ISO
ISOLATION
OD
OUTSIDE DIAMETER
SIM
SIMILAR
ISC
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
EL
ELEVATION
JIBE
JOIST BEARING ELEVATION
OH
OPPOSITE HAND
Sill
STEEL JOIST INSTITUTE
ARCH
ARCHITECTURAL
ELEC
ELECTRICAL
JST
JOIST
PAF
POWDER ACTUATED FASTENER
SPECS
SPECIFICATIONS
ASTM
AMERICAN SOCIETY OF TESTING AND MATERIALS
EQ
EQUAL
JT
JOINT
PCF
POUNDS PER CUBIC FOOT
STRUC
STRUCTURAL
AWS
AMERICAN WELDING SOCIETY
JES
EQUIPMENT SUPPLIER
I KSI
KIPS PER SQUARE INCH
PLAM
PLASTIC LAMINATE
T&B
TOP AND BOTTOM
BFF
BELOW FINISHED FLOOR
EW
EACH WAY
L
LENGTH
PLT
PLATE
THK
THICKNESS
BL
BLOCK LINTEL
EWH
ELECTRIC WATER HEATER
LEIS
POUNDS
PLF
POUNDS PER LINEAR FOOT
TO
TOP OF
BID
BOTTOM OF
FDN
FOUNDATION
LLH
LONG LEG HORIZONTAL
PMEJ
PREMOLDED EXPANSION JOINT
TOC/TC
TOP OF CONCRETE
BOS
BOTTOM OF STEEL
FF
FINISHED FLOOR
LLV
LONG LEG VERTICAL
PSF
POUNDS PER SQUARE FOOT
TOF
TOP OF FOOTING
BRG
BEARING
FRP
FIBER REINFORCED PLASTIC
LONG
LONGITUDINAL
PSI
POUNDS PER SQUARE INCH
TOGB
TOP OF GRADE BEAM
CJ
CONTROL JOINT
FS
FAR SIDE
MAX
MAXIMUM
P.T.
PRESSURE TREATED
TOM
TOP OF MASONRY
CL
CENTERLINE
FTG
FOOTING
MECH
MECHANICAL
PTD
PAINTED
TOP/TP
TOP OF PAVING
CLR
CLEAR
FV
FIELD VERIFY
MFR
MANUFACTURER
QTY
QUANTITY
T.O.R
TOP OF ROOF RIDGE
CMU
CONCRETE MASONRY UNIT
GA
GAUGE
MIN
MINIMUM
RE:
REFER TO
TOS
TOP OF STEEL
COL
COLUMN
GC
GENERAL CONTRACTOR
MISC
MISCELLANEOUS
REINF
REINFORCING
TRANS
TRANSVERSE
CONIC
CONCRETE
GM
GENERAL MERCHANDISE
MO
MASONRY OPENING
REQD
REQUIRED
UNO
UNLESS NOTED OTHERWISE
CONST
CONSTRUCTION
I GR
IGROCERY
MTL
METAL
REV
REVERSE
TYP
TYPICAL
CONT
CONTINUOUS
I GWB
I GYPSUM WALL BOARD
MR
MOISTURE RESISTANT
RO
ROUGH OPENING
VERT
VERTICAL
DIA
DIAMETER
IH
I HEIGHT
NO
NUMBER
RTU
ROOF TOP UNIT
W
WIDTH
ARCHITECT
ARCHITECT CUHACI & PETERSON ARCHITECTS
2600 MAITLAND CENTER PARKWAY
MAITLAND, FL 32751
PHONE 407-661-9100
FAX 407-661-9101
CONTACT GREG ANSBRO
STRUCTURAL ENGINEER
STRUCTURAL
CUHACI & PETERSON ARCHITECTS
ENGINEER
2600 MAITLAND CENTER PARKWAY
MAITLAND, FL 32751
PHONE
407-661-9100
FAX
407-661-9101
CONTACT
WILLIAM MATHERS,
PROFESSIONAL ENGINEER
MECHANICAL ENGINEER
MECHANICAL
CUHACI & PETERSON ARCHITECTS
ENGINEER
2600 MAITLAND CENTER PARKWAY
MAITLAND, FL 32751
PHONE
407-661-9100
FAX
407-661-9101
CONTACT
JOSE J. DIAZ-VELAZQUEZ,
PROFESSIONAL ENGINEER
ELECTRICAL ENGINEER
GAS CANOPY ENGINEER
ELECTRICAL
CUHACI & PETERSON ARCHITECTS
GAS CANOPY
CUHACI & PETERSON ARCHITECTS
ENGINEER
2600 MAITLAND CENTER PARKWAY
ENGINEER
2600 MAITLAND CENTER PARKWAY
MAITLAND, FL 32751
MAITLAND, FL 32751
PHONE
407-661-9100
PHONE
I
407-661-9100
FAX
407-661-9101
FAX
407-661-9101
CONTACT
JAISON P. MORAS,
CONTACT
WILLIAM MATHERS,
PROFESSIONAL ENGINEER
PROFESSIONAL ENGINEER
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GENERAL
A. THESE GENERAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE SPECIFICATIONS FOR
REQUIREMENTS IN ADDITION TO GENERAL NOTES.
B. NOT ALL EXISTING CONDITIONS, PROPOSED CONDITIONS, OR UTILITIES ARE SHOWN ON THE
STRUCTURAL DRAWINGS. COORDINATE STRUCTURAL WORK WITH THE WORK OF OTHER TRADES. IN
CASE OF CONFLICT, NOTIFY THE ENGINEER OF RECORD.
C. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETE STRUCTURE.
APPLICATIONS OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL BE
CONSIDERED AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING, FORMWORK, AND STRUCTURE
DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE. TEMPORARY BRACING FOR
THE STRUCTURE MUST BE PROVIDED IN ALL DIRECTIONS.
D. ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS.
E. ELEVATIONS INDICATED ON THE STRUCTURAL DRAWINGS ARE BASED ON A PROJECT DATUM
INDICATED ON THE ARCHITECTURAL DRAWINGS.
DESIGN CRITERIA:
A. 2018 VIRGINIA CONSTRUCTION CODE
B. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
C. ACI 318-19, STRUCTURAL CONCRETE BUILDING CODE
D. AISC MANUAL OF STEEL CONSTRUCTION, 15TH EDITION
E. AISI 2016 COLD FORMED STEEL DESIGN MANUAL
F. NDS-18, NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
G. SERVICEABILITY AND DEFLECTION CRITERIA PER GOVERNING COMPONENT DESIGN STANDARD
DELEGATED ENGINEERING:
THE FOLLOWING SYSTEMS REQUIRE DELEGATED ENGINEERING. REVIEW SPECIFICATIONS FOR SUBMITTAL
REQUIREMENTS.
A. COLD -FORMED METAL FRAMING AND TRUSSES.
B. STRUCTURAL STEEL - CONNECTIONS.
C. STEEL OPEN WEB JOISTS.
D. ACCESS LADDER.
E. GATES, DOORS AND FENESTRATION SYSTEMS.
DESIGN LOADING:
A. ROOF LIVE LOADS: 20 PSF
B. ROOF SUPERIMPOSED DEAD LOAD: 13 PSF
C. SNOW LOADING:
1. GROUND SNOW LOAD, PG: 30 PSF
2. FLAT -ROOF SNOW LOAD, PF: 21 PSF
3. SNOW EXPOSURE FACTOR, CE: 1.00
4. SNOW LOAD IMPORTANCE FACTOR, IS: 1.00
5. THERMAL FACTOR, CF: 1.00
6. SNOW DRIFT LENGTH, SDL: 101-0"
7. SNOW DRIFT LOAD, SD: 45.5 PSF
D. WIND LOADING
1. ULTIMATE DESIGN WIND SPEED, VULT: 115 MPH
2. NOMINAL WIND SPEED VASD: 90 MPH
3. RISK CATEGORY (TABLE 1.5-1, ASCE 7): II
4. WIND EXPOSURE: C
5. ENCLOSURE CLASSIFICATION: ENCLOSED (+/-0.18)
6. COMPONENT AND CLADDING: SEE CHARTS THIS SHEET
7. NET UPLIFT LOADING (ASD - STEEL JOIST) SEE THIS SHEET FOR C&C WIND PRESSURES. USE
10PSF MAX. DEAD LOAD FOR UPLIFT CALCULATIONS.
USE 22PSF MIN. UPLIFT LOAD
E. SEISMIC LOADING (DESIGN CATEGORY AND CLASS)
1. RISK CATEGORY: II
2. SEISMIC IMPORTANCE FACTOR: 1.0
3. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS
a. SS: 0.212 g
b. S1: 0.058 g
4. SITE CLASS: D
5. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
a. SDS: 0.226 g
b. SD1: 0.093 g
6. SEISMIC DESIGN CATEGORY: B
7. BASIC SEISMIC FORCE -RESISTING SYSTEM(S):UGHT FRAMED WALLS W/ SHEATHING
8. DESIGN BASE SHEAR(S): 9.0 KIPS
9. SEISMIC RESPONSE COEFFICIENT, CS: .035
10. RESPONSE MODIFICATION COEFFICIENT(S), R 6.5
11. ANALYSIS PROCEDURE USED: ASCE 7-16 EQUIV LATERAL METHOD
F. FLOOD DESIGN DATA: NOT APPLICABLE
G. DESIGN LOAD -BEARING VALUES OF SOIL: 3000 PSF
01003 SUBMITTALS
A. SEE SECTION 01003-3 IN THE PROJECT MANUAL AND SPECIFICATIONS FOR THE LIST OF REQUIRED
STRUCTURAL SUBMITTALS / SHOP DRAWINGS.
B. IN ADDITION TO THE SUBMITTALS LISTED IN THE PROJECT MANUAL AND SPECIFICATIONS, THE
FOLLOWING SHOP DRAWINGS ARE REQUIRED:
1. PREFABRICATED LIGHT GAUGE METAL ROOF TRUSSES.
2. CLIPS, SCREWS, BOLTS, AND FASTENER PRODUCT SHEETS.
3. SEE SECTION 01002-14 "SHOP DRAWINGS SUBMITTAL" IN THE PROJECT MANUAL AND
SPECIFICATIONS FOR SUBMITTAL RESPONSIBILITIES AND REQUIREMENTS.
02001 EARTHWORK I FOUNDATION
A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOILS REPORT:
COMPANY NAME: ECS MID -ATLANTIC, LLC
DATE: SEPTEMBER 15, 2020
PROJECT NO: 28:2465
THE DESIGN ALLOWABLE SOIL BEARING PRESSURE IS LISTED IN THE DESIGN LOADING CRITERIA.
B. SEE SECTION 02001-04 IN THE PROJECT MANUAL AND SPECIFICATIONS FOR EARTHWORKS TO INCLUDE
BUT NOT LIMITED TO:
1. PREPARING AND GRADING SUBGRADES FOR SLABS -ON -GRADE
2. EXCAVATING AND BACKFILLING FOR BUILDINGS AND STRUCTURES
3. DRAINAGE AND MOISTURE - CONTROL FILL COARSE FOR SLABS -ON -GRADE
4. EXCAVATING AND BACKFILLING TRENCHES WITHIN BUILDING LINES
5. MATERIAL, INSPECTION, AND TESTING REQUIREMENTS
C. ANY FILL REQUIRED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL
AREAS SHALL BE AS INDICATED BY GEOTECHNICAL ENGINEER. THE FILL SHALL BE PLACED IN LEVEL
LIFTS NOT EXCEED 12" LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF THE SOIL'S
MODIFIED PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SPECIFICATION D-1557.
D. IN -PLACE DENSITY TESTS SHALL BE PERFORMED BY AN EXPERIENCED ENGINEERING TECHNICIAN.
TESTS SHALL BE PERFORMED FOR EACH 2,000 SQUARE FEET, IN EVERY COLUMN FOOTING LOCATION
AND EACH 50'-0" ALONG WALL FOOTINGS. COPIES OF THE TEST REPORTS SHALL BE FURNISHED TO
THE STRUCTURAL ENGINEER.
E. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. WATER TABLE ASSUMED
BELOW 6-0" PRECLUDING BUOYANCY CONDITIONS ON FOOTINGS.
F. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTING EQUIPMENT NEAR THE
EXISTING STRUCTURE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE.
G. REFER TO ARCHITECTURE DRAWINGS FOR ANY NECESSARY WATERPROOFING REQUIREMENTS.
03301 CAST -IN -PLACE CONCRETE
A. SEE SECTION 03301 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS
a. SUBMITTALS
b. QUALITY ASSURANCE / CODE REQUIREMENTS
2. PRODUCT / MATERIAL REQUIREMENTS
3. EXECUTION OF WORK REQUIREMENTS
a. SHORING
b. VAPOR RETARDER
c. JOINTS
d. PLACEMENT/FINISHING
e. CURING
4. QUALITY CONTROL -TESTING REQUIREMENTS
B. SUMMARY OF PROJECT MANUAL AND SPECIFICATIONS SECTION 03301-02 PRODUCTS:
1. CONCRETE STRENGTH: 4,000 PSI
2. STEEL REINFORCEMENT: 60 KSI
3. SLAB REINFORCEMENT: FIBER MESH 3LB PER CUBIC YARD
C. LAP SPLICE REINFORCEMENT LENGTH = 44 x BAR DIAMETER
04200 UNIT MASONRY
A. SEE SECTION 04200 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS
a. SUBMITTALS
b. MATERIAL REQUIREMENTS
c. HOT -WEATHER AND COLD -WEATHER REQUIREMENTS
2. PERFORMANCE REQUIREMENTS
a. MASONRY COMPRESSIVE STRENGTH (fm): 1,500-PSI
3. PRODUCTS
4. EXECUTION
5. FIELD QUALITY CONTROL
B. SUMMARY OF PROJECT MANUAL AND SPECIFICATIONS SECTION 04200-03 PRODUCTS:
1. CONCRETE MASONRY UNITS: ASTM C 90 - NORMAL WEIGHT, TYPE (1) MOISTURE
CONTROLLED
2. MORTAR: ASTM C 270, TYPE S
3. GROUT: ASTM C476, COARSE (MIN. 2,000-PSI)
4. STEEL REINFORCING BARS: ASTM A 615 - GRADE 60
5. MASONRY JOINT REINFORCEMENT: ASTM A 951 HOT -DIP GALVANIZED
CARBON STEEL WIRE
C. LAP SPLICE REINFORCEMENT IN CMU LENGTH = 28 INCHES (#5 BARS).
05120 STRUCTURAL STEEL
A. SEE SECTION 05120 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS
a. FABRICATOR REQUIREMENTS
b. SUBMITTALS
c. CODE REQUIREMENTS
2. PRODUCT / MATERIAL REQUIREMENTS
3. PAINTING REQUIREMENTS
4. EXECUTION OF WORK REQUIREMENTS
a. FABRICATION
b. ERECTION
5. QUALITY ASSURANCE REQUIREMENTS (INSPECTIONS & TESTING)
B. SUMMARY OF PROJECT MANUAL AND SPECIFICATIONS 05120 PRODUCTS:
1. MATERIALS:
a. W SHAPES: ASTM A992 (50 KSI)
b. TUBE SHAPES ASTM A500 GR. C (50 KSI)
c. CHANNELS AND ANGLES: ASTM A36 (36 KSI)
d. PLATES: ASTM A36 (36 KSI)
e. BOLTS: ASTM A 325
f. ANCHOR BOLTS/RODS: ASTM F 1554, GRADE 36
g. ANCHOR BOLT WASHERS: ASTM F 844
h. ELECTRODES FOR WELDING: AWS CODE E70XX
C. TEMPLATES SHALL BE PROVIDED FOR ALL ANCHOR BOLTSIRODS CAST IN CONCRETE.
D. GALVANIZE STEEL MEMBERS INDICATED ON PLANS:
1. GALVANIZE STEEL MEMBERS, FABRICATIONS AND ASSEMBLIES AFTER FABRICATION BY THE HOT -DIP
PROCESS IN ACCORDANCE WITH ASTM A 123.
2. COATING REQUIREMENTS:
a. CONFORM TO PARAGRAPH 6.1 OF ASTM A 123, TABLE 1 OF ASTM A 153, OR TABLE 2 OF
ASTM A 767 AS APPROPRIATE.
b. SURFACE FINISH: CONTINUOUS, ADHERENT, AS SMOOTH AND EVENLY DISTRIBUTED AS
POSSIBLE AND FREE FROM ANY DEFECT DETRIMENTAL TO THE END USE OF THE COATED
ARTICLE
c. ADHESION: WITHSTAND NORMAL HANDLING CONSISTENT WITH THE NATURE AND THICKNESS OF
THE COATING AND NORMAL USE OF THE ARTICLE.
3. REPAIR OF DAMAGED COATING: REPAIR DAMAGED AREAS BY WELDING, FLAME CUTTING OR
DURING HANDLING, TRANSPORT OR ERECTION BY ONE OF THE APPROVED METHODS IN
ACCORDANCE WITH ASTM A 780 WHENEVER DAMAGE EXCEEDS 3/16" IN WIDTH. MINIMUM THICKNESS
REQUIREMENTS FOR THE REPAIR ARE THOSE DESCRIBED IN ASTM A 123 SECTION 6.2, CURRENT
EDITION.
E. GROUT UNDER BEARING PLATES SHALL BE NON-METALLIC, NON -SHRINK TYPE WITH A COMPRESSIVE
STRENGTH OF AT LEAST 6000 PSI WHEN BEARING ON 3000 PSI CONCRETE AND 8000 PSI WHEN BEARING
ON 4000 PSI CONCRETE.
05210 STEEL JOISTS
A. SEE SECTION 05120 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS - STEEL JOISTS
a. SUBMITTALS
b. QUALITY ASSURANCE -REFERENCE SPECIFICATION REQUIREMENTS
c. DELIVERY, STORAGE, AND HANDLING REQUIREMENTS
2. PRODUCT / MATERIAL REQUIREMENTS
a. JOISTS, BRIDGING, AND ACCESSORIES
b. PAINTING
3. EXECUTION OF WORK REQUIREMENTS
a. INSTALLATION
4. QUALITY ASSURANCE REQUIREMENTS (INSPECTIONS & TESTING)
B. ALL JOISTS SHOWN IN THE PLANS ARE MINIMUM SIZES. DEPTH CANNOT BE INCREASED WITHOUT
WRITTEN APPROVAL FROM ENGINEER OF RECORD.
C. STEEL JOIST FRAMING SHALL BE DESIGNED PER THE LOADING SHOWN ON THIS SHEET AND SHEET S3.0.
D. DIAGONAL BRIDGING / BRACING SHALL BE BETWEEN ADJACENT JOISTS WHENEVER BOTTOM CHORD
HORIZONTAL BRIDGING IS DISCONTINUOUS.
05310 STEEL DECK
A. REFER TO ROOF PLAN FOR METAL DECK SIZE AND ATTACHMENT INFORMATION.
B. SEE SECTION 05310 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS
a. SUBMITTALS
b. QUALITY ASSURANCE- REFERENCE SPECIFICATION REQUIREMENTS
2. PRODUCT / MATERIAL REQUIREMENTS
3. EXECUTION OF WORK REQUIREMENTS
a. INSTALLATION
b. ACCESSORIES
c. GALVANIZING REPAIR
4. QUALITY ASSURANCE REQUIREMENTS (INSPECTIONS & TESTING)
05400 COLD -FORMED METAL FRAMING
A. SEE SECTION 05400 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. GENERAL REQUIREMENTS
a. STRUCTURAL PERFORMANCE
b. SUBMITTALS
c. QUALITY ASSURANCE -REFERENCE SPECIFICATION REQUIREMENTS
2. PRODUCT / MATERIAL REQUIREMENTS
a. STEEL REQUIREMENTS
b. WALL FRAMING
c. JOIST FRAMING
d. FABRICATION
e. FASTENERS AND ACCESSORIES
f. REPAIR PAINTING
3. EXECUTION OF WORK REQUIREMENTS
a. INSTALLATION
1. GENERAL
2. TOLERANCES
3. LOAD -BEARING WALL
4. CURTAIN -WALL
5. JOIST INSTALLATION
b. REPAIRS
B. ALL FRAMING SHOWN IN THE PLANS ARE MINIMUM SIZES. DIMENSIONS CANNOT BE INCREASED WITHOUT
WRITTEN APPROVAL FROM ENGINEER OF RECORD.
C. PRE-ENGINEERED ROOF TRUSSES SHALL BE DESIGNED PER THE LOADING SHOWN IN DESIGN LOADING -
THIS SHEET.
D. PRE-ENGINEERED ROOF TRUSSES SHALL BE DELIVERED, HANDLED, BRACED, AND INSTALLED PER
AISI S214-07.
E. ALL CLIPS AND FASTENING HARDWARE SHALL BE TESTED AND RATED FOR THE LOAD RESISTED.
F. LIGHT GAUGE FRAMING SYSTEMS INCLUDING TRUSS SYSTEMS SHALL INCLUDE ALL NECESSARY PARTS
AND ACCESSORIES, TEMPORARY AND PERMANENT, AS REQUIRED TO FORM A COMPLETE SYSTEM
(ANCHORAGE INCLUDED).
06100 ROUGH CARPENTRY 1 SHEATHING
A. SEE SECTION 06100 IN THE PROJECT MANUAL AND SPECIFICATIONS TO INCLUDE BUT NOT LIMITED TO:
1. PRODUCT / MATERIAL REQUIREMENTS
a. LUMBER, GENERAL
b. WOOD -PRESERVATIVE -TREATED MATERIALS
c. DIMENSIONAL LUMBER: APPROVED GRADES AND SPECIES
d. WOOD -BASED STRUCTURAL USE PANELS
e. FASTENERS AND ANCHORS
2. EXECUTION OF WORK REQUIREMENTS
a. INSTALLATION
1. TOLERANCES
2. FRAMING CONNECTION REQUIREMENTS
a. "RECOMMENDED NAILING SCHEDULE" AFPA's NDS
FOR WOOD CONSTRUCTION
b. INTERNATIONAL BUILDING CODE TABLE 2304.9.1
3. FASTENER COATING REQUIREMENTS
4. REQUIRED PRACTICE STANDARDS REFERENCES
a. AMERICAN PLYWOOD ASSOCIATION E30
b. AMERICAN PLYWOOD ASSOCIATION T625 WOOD STRUCTURAL PANELS OVER METAL
FRAMING
B. WALL SHEATHING: APA RATED SHEATHING, EXTERIOR (C-C GRADE)
1. PANEL GRADE AND PERFORMANCE CATEGORY: STRUCTURAL 1: 5/8" PERFORMANCE CATEGORY
2. SPAN RATING: 40/20
3. BLOCKING: 2" WIDE 43 MIL STRAPPING
4. SHEATHING SHOULD BE PLACED PERPENDICULAR TO SUPPORTS
C. ROOF SHEATHING: APA RATED SHEATHING, EXTERIOR (C-C GRADE)
1. NOMINAL THICKNESS: 518"
2. SPAN RATING: 40120
3. SHEATHING SHOULD BE PLACED PERPENDICULAR TO SUPPORTS
D. PARAPET SHEATHING: APA RATED SHEATHING, EXTERIOR (C-C GRADE)
1. PANEL GRADE AND PERFORMANCE CATEGORY: STRUCTURAL 1: 5/8" PERFORMANCE CATEGORY
2. SPAN RATING: 40/20
3. SHEATHING SHOULD BE PLACED PERPENDICULAR TO SUPPORTS
E. FASTENERS
1. GENERAL: PROVIDE FASTENERS OF SIZE AND TYPE INDICATED THAT COMPLY WITH REQUIREMENTS
SPECIFIED IN THIS ARTICLE FOR MATERIAL AND MANUFACTURE.
2. SCREWS FOR FASTENING WOOD STRUCTURAL PANELS TO COLD -FORMED METAL FRAMING:
ASTM C 954, EXCEPT WITH WAFER HEADS AND REAMER WINGS, LENGTH AS RECOMMENDED BY
SCREW MANUFACTURER FOR MATERIAL BEING FASTENED.
F. COORDINATE WALL, PARAPET, AND ROOF SHEATHING INSTALLATION WITH FLASHING AND JOINT -
SEALANT INSTALLATION SO THESE MATERIALS ARE INSTALLED IN SEQUENCE AND MANNER THAT
PREVENT EXTERIOR MOISTURE FROM PASSING THROUGH COMPLETED ASSEMBLY.
G. COORDINATE SHEATHING INSTALLATION WITH INSTALLATION OF MATERIALS INSTALLED OVER
SHEATHING SO SHEATHING IS NOT EXPOSED TO PRECIPITATION OR LEFT EXPOSED AT END OF THE
WORKDAY WHEN RAIN IS FORECAST.
H. ALL PANELS (GENERAL):
1. IDENTIFICATION REQUIREMENTS: EACH PANEL SHALL BE IDENTIFIED WITH THE APPROPRIATE
TRADEMARK OF APA.
2. ALL PANELS HAVING ANY EDGE OR SURFACE EXPOSED LONG TERM TO WEATHER SHALL BE
CLASSIFIED EXTERIOR.
3. PANEL PERFORMANCE CATEGORY, GRADE, AND GROUP NUMBER OR SPAN RATING SHALL BE AT
LEAST EQUAL TO THAT SHOWN ON THE DRAWINGS. APPLICATION SHALL BE IN ACCORDANCE
WITH APA.
4. 1/8" SPACING REQUIRED AT ALL PANEL ENDS AND EDGES.
J. ROOF SHEATHING:
1. INSTALL WITH LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS.
2. FASTEN TO LIGHT GAUGE METAL TRUSSES USING #10 SELF DRILLING SCREWS AT 6" OC ALONG
UNSUPPORTED EDGES AND 12" OC AT INTERMEDIATE FRAMING MEMBERS. PROVIDE ONE PLYWOOD
CLIP PER SPAN BETWEEN SHEET EDGES.
K. WALL/ PARAPET SHEATHING:
1. APPLY WEATHER -RESISTANT BARRIER OVER PANEL WALL SHEATHING.
09960 COATINGS FOR STEEL
A. REFER TO SPECIFICATIONS FOR GENERAL REQUIREMENTS, PRODUCTS, AND EXECUTION OF WORK.
B. ASPHALTIC BASED CORROSION RESISTANCE COATING SHALL BE MADE WITH AN ASPHALT -BASE
EMULSION COATING SYSTEM PER ASTM D 1187.
C. APPLY A MINIMUM 1/16" THICK COATING IN TWO APPLICATIONS.
D. COATING TO BE APPLIED ON ALL SIDES OF MEMBERS - TO INCLUDE STEEL TO BE ADJACENT TO CAST -IN -
PLACE CONCRETE.
E. COAT STRUCTURAL ANCHOR BOLTS, WELDS, AND ALL COMPONENTS IN THE AFFECTED AND DEFINED
AREA.
F. ALL STEEL AND STEEL COMPONENTS (I.E., BASE PLATES AND ANCHOR BOLTS) EXPOSED TOP SOIL SHALL
BE COATED FROM THE FOUNDATION (LOWEST LEVEL) UP TO 6" ABOVE THE SLAB OR FINAL GRADE -
WHICHEVER IS GREATER.
0
a
ch
®
c+)
®
0
e
®®
7 0
m
(h
®
(7
ROOF PRESSURES
ALLOWABLE (ASD) WIND PRESSURES (ASCE 7-16)
FOR COMPONENTS AND CLADDING
EFFECTIVE
ZONE
ZONE2e
ZONE2r
ZONE
ZONE
ZONE
AREA
(SQFT)
POS
NEG
POS
NEG
POS
NEG
POS
NEG
POS
NEG
POS
NEG
10
15 PSF
-26 PSF
15 PSF
-30 PSF
15 PSF
-31 PSF
15 PSF
-37 PSF
21 PSF
-23 PSF
21 PSF
-28 PSF
20
13 PSF
-23 PSF
13 PSF
-27 PSF
13 PSF
-28 PSF
13 PSF
-30 PSF
20 PSF
-22 PSF
20 PSF
-26 PSF
50
11 PSF
-19 PSF
11 PSF
-22 PSF
11 PSF
-24 PSF
11 PSF
-21 PSF
19 PSF
-20 PSF
19 PSF
-23 PSF
A > 100
10 PSF
-16 PSF
10 PSF
-18 PSF
10 PSF
-21 PSF
10 PSF
-21 PSF
18 PSF
-20 PSF
18 PSF
-22 PSF
NOTES:
1. ROOF OVERHANG PRESSURES:
a. ZONE 2e OH: +16 PSF AND -41 PSF
b. ZONE 3 OH: +16 PSF AND -47 PSF
2. "a" DENOTES EDGE STRIP = 3'- 0".
3. POSITIVE & NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARDS AND AWAY FROM THE BUILDING SURFACES,
RESPECTIVELY (FULL HEIGHT, U.N.O.).
4. WIND PRESSURES INDICATED ABOVE ARE ALLOWABLE STRESS DESIGN WIND PRESSURES. DIVIDE THE PRESSURES
BY A FACTOR OF 0.6 TO OBTAIN STRENGTH DESIGN WIND PRESSURES.
LIST OF STRUCTURAL ABBREVIATIONS
AB
ANCHOR BOLTS
MATL
MATERIAL
ADDL
ADDITIONAL
MAX
MAXIMUM
ALT
ALTERNATE
MB
MASONRYBEAM
ANCH
ANCHOR
MC
MOMENT CONNECTION
APPROX
APPROXIMATE
MC
MASONRY COLUMN
ARCH
ARCHITECT/ARCHITECTURAL
MCJ
MASONRY CONTROL JOINT
BE
BOND BEAM
MECH
MECHANICAL
BLDG
BUILDING
MEZZ
MEZZANINE
BM
BEAM
MFR
MANUFACTURE/MANUFACTURERS
BO
BOTTOM OF
MIN
MINIMUM
BOT/BTM
BOTTOM
MISC
MISCELLANEOUS
BP
BASE PLATE/BEARING PLATE
MTL
METAL
BRG
BEARING
NIC
NOT IN CONTRACT
BTW
BETWEEN
NOM
NOMINAL
CANT
CANTILEVER
NTS
NOT TO SCALE
CB
CONCRETE BEAM
OC
ON CENTER
CC
CONCRETE COLUMN
OPNG
OPENING
CIP
CAST IN PLACE
OPP
OPPOSITE
CJ
CONTROL JOINT
PB
PARAPET BEAM (MASONRY)
CL
CENTERLINE
PCC
PRECAST CONCRETE
CLR
CLEAR/CLEARANCE
PL
PLATE
COL
COLUMN
PLF
POUNDS PER LINEAR FOOT
CONC
CONCRETE
PLY
PLYWOOD
CONNX
CONNECTION
PRE-ENG
PRE-ENGINEERED
CONSTR
CONSTRUCTION
PEMB
PRE-ENGINEERED METAL BUILDING
CONT
CONTINUOUS
PRE-FAB
PRE -FABRICATED
CORR
CORRUGATED
PRELIM
PRELIMINARY
CMU
CONCRETE MASONRY UNIT
PROJ
PROJECTION
DET
DETAIL
PSF
POUNDS PER SQUARE FOOT
DIA/DIAM
DIAMETER
PSI
POUNDS PER SQUARE INCH
DIM
DIMENSION
PT
PRESSURE TREATED
DIST
DISTANCE
PT
POST TENSION(ING) (ED)
DN
DOWN
PW
PANEL WIDTH
DR
DRAIN
RAD
RADIUS
DWG
DRAWING
RB
ROOF BEAM (MASONRY)
DWL
DOWEL
RCP
REINFORCED CONCRETE PIPE
EA
EACH
RD
ROOF DRAIN
EE
EACH END
REF
REFERENCE
EF
EACH FACE
REINF
REINFORCING
EJ
EXPANSION JOINT
REQ'D
REQUIRED
EUELEV
ELEVATION
REV
REVISION
ELECT
ELECTRICAL
RTU
ROOF TOP UNIT
EMB
EMBEDMENT
RW
RETAINING WALL
ENGR
ENGINEER
SECT
SECTION
EQ
EQUAL
SCHtSCHED
SCHEDULE
EQUIP
EQUIPMENT
SIM
SIMILAR
EQUIV
EQUIVALENT
SP/SPC
SPACE(S)
ES
EACH SIDE
SPECS
SPECIFICATIONS
EXIST
EXISTING
SQ
SQUARE
EXP
EXPANSION
SS
STAINLESS STEEL
EXT
EXTERIOR
STD
STANDARD
EW
EACH WAY
ST/STL
STEEL
FAB
FABRICATE
STRUC
STRUCTURAL
FD
FLOOR DRAIN
SYM
SYMMETRICAL
FDN
FOUNDATION
T & B
TOP AND BOTTOM
FF
FINISHED FLOOR
T & G
TONGUE AND GROOVE
FIN
FINISH(ED)
TE
THICKENED EDGE
FUFLR
FLOOR
THK
THICK
FTG
FOOTING
THRD
THREAD(ED)
GA
GAGE/GAUGE
TB
TIE BEAM
GALV/GV
GALVANIZED
TOC
TOP OF CONCRETE
GC
GENERAL CONTRACTOR
TOM
TOP OF MASONRY
HAS
HEADED ANCHOR STUD
TOS
TOP OF STEEL
HE
HIGH BEAM (MASONRY)
TYP
TYPICAL
HORIZ
HORIZONTAL
TS
TUBE STEEL
HSB
HIGH STRENGTH BOLTS
UNO
UNLESS NOTED OTHERWISE
HSS
HOLLOW STEEL SECTION
UON
UNLESS OTHERWISE NOTED
HT
HEIGHT
VERT
VERTICAL
INT
INTERIOR
VIF
VERIFY IN FIELD
JST
JOIST
W
WIDE FLANGED
JT
JOINT
WB
WALL BEAM (TILT)
K
KIPS
WC
WALL COLUMN (TILT)
KO
KNOCKOUT
W/
WITH
KSF
KIPS PER SQUARE FOOT
W/0
WITHOUT
KSI
KIPS PER SQUARE INCH
WD
WOOD
L
ANGLE
WGT
WEIGHT
LB
LOW BEAM (MASONRY)
WH
WEEPHOLE
LBS
POUNDS
WP
WORKING POINT
LD
DEVELOPMENT LENGTH
WT
STEEL TEE SECTION
LDH
LONG DIMENSION HORIZONTAL
WWF
WELDED WIRE FABRIC
LDV
LONG DIMENSION VERTICAL
@
AT
LGTH
LENGTH
&
AND
LLBB
LONG LEG BACK TO BACK
LLH
LONG LEG HORIZONTAL
LLV
LONG LEG VERTICAL
N
0.60.6h
III
3
®
2
®
1
O
O
O
h
®
2 1 1'
1 2
O
a
1
�Y
WALL PRESSURES
ROOF PRESSURES
ALLOWABLE
(ASD) WIND PRESSURES FOR
COMPONENTS & CLADDING (ASCE 7-16)
EFFECTIVE AREA
ZONE V
ZONE 1
ZONE 2
ZONE 3
ZONE 4
ZONE 4 PARAPET
ZONE 5
ZONE 5 PARAPET
(SQ FT)
POS
NEG
POS
NEG
POS
NEG
POS
NEG
POS
NEG
CASE A
CASE B
POS
NEG
CASE A
CASE B
10
10 PSF
-19 PSF
10 PSF
-33 PSF
19 PSF
-43 PSF
19 PSF
-43 PSF
18 PSF
-21 PSF
52 PSF
-27 PSF
18 PSF
-25 PSF
52 PSF
-35 PSF
20
10 PSF
-19 PSF
10 PSF
-31 PSF
18 PSF
-41 PSF
18 PSF
-41 PSF
18 PSF
-20 PSF
18 PSF
-24 PSF
50
10 PSF
-19 PSF
10 PSF
-28 PSF
17 PSF
-37 PSF
17 PSF
-37 PSF
18 PSF
-19 PSF
18 PSF
-21 PSF
A ? 100
10 PSF
-19 PSF
10 PSF
-26 PSF
16 PSF
-34 PSF
16 PSF
-34 PSF
18 PSF
-18 PSF
18 PSF
-20 PSF
NOTES:
1. PARAPET WIND PRESSURES:
CASE A= PRESSURES TOWARD THE BUILDING.
CASE B = PRESSURES AWAY FROM THE BUILDING.
2. "P" DENOTES PARAPET PRESSURE VALUES.
3. "a" DENOTES EDGE STRIP = T-0"
4. "0.6h" DENOTES ROOF ZONE 3 EDGE STRIP=10'-0"
5. "0.2h" DENOTES ROOF ZONE 3 EDGE STRIP WIDTH = 4'-0"
6. POSITIVE & NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARDS AND AWAY FROM THE
BUILDING SURFACES, RESPECTIVELY (FULL HEIGHT, UNLESS NOTED).
7. WIND PRESSURES INDICATED ABOVE ARE ALLOWABLE STRESS DESIGN WIND PRESSURES.
DIVIDE THE PRESSURES BY A FACTOR OF 0.6 TO OBTAIN STRENGTH DESIGN WIND PRESSURES
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S1.0
2.6
PROVIDE 4'-0" CLEAR OPENING FOR UTILITIES / 20 - 4"
CONDUIT AS REQUIRED IN WALL. PROVIDE (2)
20' - 61/2"
90'-4314"
17' - 0 3/4"
4 XS X5-0 PRECAST LINTELS ONE COURSE
ABOVE TOP OF FOOTING WITH 8" BEARING EACH F80X50 2
END. GROUT SOLID AFTER CONDUIT 8"
INSTALLATION (NOT BELOW SHEARWALL HSS5X5X5(16 1 2 1
ANCHOR). P3 BP2 9 5/8" 9 5/ "
COORDINATE WITH CIVIL; DO NOT INSTALL AT S6.0
SHEAR WALL LOCATIONS 2'-6' 4'-0" 2'-6" 4'-0" 3 m 0'-4" 6
S6.0 S7.3
A CLR � I I I
SS5X5X5116 HSS5X5X5/16 1 1 7
HSS5X5X51i6 r _ F 0 P1 BP2 P, BP274� S7.2
F40 P1 BPi 4 _ F24 - - � J L - - -WF24- - - - - - WF24 - - -
B- - -- - - - --- - --- - - - --- --
C
Mal
0
0
n FOUNDATION PLAN
3/16" = 1'-O"
S7.2 ~ ROOF LADDER, g -0'�" - JAMB -
SEE ARCH DWGS
7 SHEARWALL'T REQUIRES "
5l8" SHEATHING BOTH I S7 2
SIDES OF WALL
1-8" 9'-5" 17-0112"
i I �
2
S6.0 I SEE NOTE 9 9 1 10
S6.0 S6.0
CONTROL JNTS REQDAT REFRIGERATOR/FRE
1/3 POINTS ALONG FREEZER SEE NOTE 7
1 I EDGE
1
S5.0
li
SHEARWALL'2' REQUIRES
5l8" SHEATHING BOTH 1
SIDES OF WALL
1 II
I
C.J., TYP
I 1
I I 1
LLu SEE NOTE 6
�I a
0'-0• I
�1 I w T
.0 SLAB
I I I
I I
B
S6.0
(9) EQ SPACES
II
I � I
32' - 5112"
I
r-F80X50 / HSS5X5X5/16 15
P3 BP2 S7.3
HSS5X5X5/16 2 7
Pi BP2 S5.0 17 S7.2
_ ROLLUP DOOR S6.
014" FRAMING HSS5X5X51i6
- - - - 6 WF24- - - F40 P1 BPi
REFRIGERATOR/FREEZER LOCATIONS:
I SEE NOTE 7
20' -10'
I
I
8'-6"
1
10 S5.0
IS
I
I�
17-4"
z
s6.o
`o III I
17-5"
HSS9X5X318 4' - 3"
F76 BP3A \
7 J L � o r ,
S7.2 F_ I Ili HSS5X5X318 S6.0
F60 P1 BP4
- -- 1
L� IrF� L
HSS5X5X5/16
7 I F40 P1 I BP4 - -
S7.2
----- �_-__ - - - - _ - - - - - - - - - - j - - - - - - - - - - - - - - - - - - - - i - - - - - - - - - - - - - - - -
HSS5X5X5116 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
F30 Pi BP2A 11 WF24 7-0" - - - - �- -
I
HSS4X4Xilti
I
1
S6.0
o
I m
0
I
I
L HSS5X5X318
F60 P1 BP4
I
~LIL --TYP
3
L F- -1 S6.0
ICI I I
I III I N
I
SS4X4X1/4 1 7-8" 2'-8" F30 P1 BP2 � III F30I Pi IBP2A
H1
F30 P1 BP2 10 ,0 HSS12XSX5116
1
I HSS12X8X5116 HSS5X5X5116 F401 25I 2 F30 BP
F_ - -I F_ - -1 F40 P2 BP2 , F_ - -1 F - -1 t -1
F30 BP3B
- - - -�L L J - - -1 - L - J 4 L L - J L JI
S5.0 L � 4 3
S5.0 0'-4" l'-83/4'� - 0'-4" S5.0
I I I
l' - 6 4„ 3N -1 1/2" 20' - 41/4' 32' - 3"
I I I
1 1.1 1.2 3 4 5
WMEM
FOUNDATION GENERAL NOTES
1. COORDINATE LOCATIONS OF REFRIGERATOR AND FREEZER PADS WITH ARCH DRAWINGS.
2. ELEVATION LEVELS INDICATED ON THE DRAWING ARE BASED ON A PROJECT DATUM INDICATED IN THE
ARCH DRAWINGS.
3. CONCRETE CURING COMPOUNDS AND SEALERS ARE NOT PERMITTED FOR THE BUILDING SLAB.
4. PLACEMENT OF CONCRETE SLAB ON GRADE TO MEET THE FOLLOWING CRITERIA: LEVEL WITHIN 1%,
FLAT WITHIN 1l4" AS MEASURED IN 10'-0".
5. ALL CONTROL JOINTS MUST BE STRAIGHT WITHIN ± 1/4" PER 50'-0", AND PARALLEL TO THE BUILDING
WALLS AND PARALLEL / PERPENDICULAR TO EACH OTHER. SLAB CONTROL JOINTS EQUALLY SPACED AS
SHOWN ON PLAN. MAXIMUM SPACING NO GREATER THAN 10'-0" AND LENGTH TO WIDTH ASPECT RATIO
NO GREATER THAN 1.5.
6. 4" FIBER -REINFORCED CONCRETE SLAB ON GRADE OVER 10 MIL VAPOR BARRIER.
7. 6" FIBER -REINFORCED CONCRETE SLAB ON GRADE OVER 10 MIL VAPOR BARRIER.
8. WATERPROOF BASE PLATES, ANCHOR BOLTS AND COLUMNS WITH ASPHALTIC MASTIC FROM BELOW
FINISHED FLOOR ELEVATION TO V ABOVE FINISHED FLOOR ELEVATION.
9. (2) #4 X 4'-0" LONG DIAGONAL REBAR IN SLAB, TYPICAL.
10. SEE SHEET S6.0 FOR FOUNDATION AND SLAB TYPICAL DETAIL REQUIREMENTS.
11. SEE SHEET S7.0 FOR BASE PLATE DETAILS.
12. COLD -FORMED FRAMING: SEE TYPICAL DETAILS AND SECTIONS FOR ADDITIONAL REQUIREMENTS.
DRAWING SYMBOLS
1�A # - STEP IN SLAB. NUMBER (IF
GIVEN) IS STEP HEIGHT.
DENOTES CMU BASE
COLUMN SIZE
HSS 8x8x1/2
F99 P 9 BP� COLUMN / FOOTING /
1 PEDESTAL/
FOOTING BASE PLATE BASE PLATE TAG
MARK PEDESTAL MARK
SHEARWALL NOTES AND SYMBOLS
- SHEARWALL
SEGMENT.
- SHEARWALL
► - DOUBLE STUD AND
ANCHOR LOCATION.
HEARWALL NOTES:
NO SUBSTITUTIONS PERMITTED WITHOUT ENGINEERS APPROVAL.
SHEATHING APPLIED TO EXTERIOR OF WALL EXCEPT WHERE NOTED OTHERWISI
SHEARWLLS FASTENED AND ASSEMBLED PER DETAIL.
FOUNDATION
SCHEDULE
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM
REINF.
EL. AT
BOTTOM
COMMENTS
F30
X - 0"
3'- 0"
1' - 0'
(3) #5 E.W.
4-0'
F40
4' - 0"
4'- 0"
1' - 0'
(5) #5 E.W.
4-0'
F50
5'-0'
5'- 0"
1' - 0'
(7) #5 E.W.
4-0'
F60
6'-0'
6'- 0"
1' - 0'
(6) #7 E.W.
4-0'
F76
7'-6-
7'- 6"
1' - 0'
(8) #7 E.W.
4-0'
F8OX50
5'- 0"
8' - 0"
1' - 0"
(7) #5 E.W.
4-0'
WF24
2'-0'
CONT
1' - 0"
(3) #5 CONT.
-3' - 0'
CONCRETE PEDESTAL SCHEDULE
MARK
TYPE
DEPTH
VERTICAL REINFORCEMENT TIES
P1
18x18
l'-4"
(8)#5 #3@6'O.C.
2
19x32
2'-4"
(12)#5 #3@6'O.C.
P3
48 04
2' - 4"
(22) #5 #3 @ 6" O.C.
NOTES:
1. SEE SHEET S6.0 FOR PEDESTAL DETAILS.
2. VERIFY FINAL LOCATIONS AND DIMENSIONS OF P2 AND P3 PEDESTALS WITH ARCHITECTURAL PLANS.
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FRAMING GENERAL NOTES
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T
(9) JST. (EQ. SPACING)
(6) JST. (EQ. SPACING)
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COLD FORMED WALL S5.0
FRAMING BELOW, TYP
10"
ROOF LADDER,
+1 2"
W12 19 5'
SEE ARCH DWGS � ( )
1' - 0'
- -
2y_6"+ - 15 12
- TYP N W8l(24 (+9' 8')
-
17 2 - - 27-6"+
N -
-_
S7.0 S7.2 x o
S7.0 S5.0
23k W18 40 1k 15k W18X40 16k 16k W14 2
15k + gk W24X55 34k
+15'
2"
+16-2"
+15'-2"
+l6-2"
-
C6X8.2
N
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100#
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7' - 9 3l8" INSIDE
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PROVIDE (4) "STD"
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STANDS BY PRECISION
S5.0
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3 ALUM. PRODUCTS
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1
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S7.1
S7.3
TYP"
S7.3
L6X4X318,
16
TYP
WALL CL
S7 0
CONTINUOUS JOIST BRIDGING PER SJI REQUIREMENTS
ATTACHI
13
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0 7/8" INSIDE
T -7718" RO
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S7.2
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1000# 11' - 8"
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EXTENT OF FRAME
S7.3
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METAL
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LYP X318,
cROOF
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56k
38k
9'
7
16
19
S7.0
I
CROSS BRIDGING
14
S7.0
REQUIRED AT BRIDGING
S7.0
2 -1314"
14
INTERUPTIONS (TYP.)
-
S7.1
- - -
- -
- - -
- -
- -
- - -
- -
-
7�
- -
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Y
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12
S7.
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LW5
S7.4
I
cm
I
ABOVE BEAM
(C=1/2')
12
11k
ABOVE BEAM
W18X
12k
�- --
B 11 1 1 18 1 $
zS .0 PRE-ENI IEERED MTL TRUSSES S7. + 1 1 S7.0 `+ S .2 PRE-ENGINEERED MTL TRUSSES S .0 0 �
Z
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= x
PLYWOOD 10 j S7.0 �_ PLYWOOD S a LLo X Q
x +� O S
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x rr OF SHEATING ROOF SHEATING
I
I
_ _ _ W8X24-(+17-0") 1 1
9 HSS12X8X5116 (+11'-0") W12X26 (+16'-6") - - - - - - - HSS12X8X5116 (+11'-0")
3
4 6 2 10 3
S7.0 S5.0 FOR CATWALK
S5.0 S5.0
SEE ARCH DWGS S5.0 S7 2 S7 0
I I I I
U1.
IP
u1ENT, TYP.
1
S7.2
1. BEAM CONNECTIONS ARE TO BE DESIGNED BY DELEGATED ENGINEER. SUBMITTALS
TO BE PROVIDED AS COVERED IN THE SPECIFICATIONS ON SHEET S1.0.
2. SEE SHEET S1.0 FOR DESIGN CRITERIA AND SPECIFICATIONS.
3. REACTIONS SHOWN ON BEAMS ARE _RFD BASED ON THE WORST CASE LOADING
COMBINATION PER ASCE 7.
4. USE 10-KIPS AS THE MINIMUM DESIGN LOADING FOR MEMBERS WHERE NO REACTION
HAS BEEN SHOWN.
5. USE BOLTED CONNECTIONS FOR W SHAPES TO HSS COLUMNS. WELD HSS MEMBERS
TO HSS MEMBERS - BLIND BOLTED I BOLTED CONNECTIONS CAN BE USED WITH
APPROVAL FROM ENGINEER. SEE TYPICAL DETAILS REFERENCED IN DRAWINGS.
6. NOTE TO JOIST MANUFACTURER: PROVIDE STANDARD BRIDGING COMPLYING WITH
THE APPLICABLE STEEL JOIST INSTITUTE SPECIFICATIONS TYPICAL FOR GRAVITY
AND UPLIFT LOADS SUPERIMPOSED ON ALL JOISTS. DIAGONAL BRIDGING SHALL BE
PROVIDED BETWEEN ADJACENT JOISTS WHENEVER BOTTOM CHORD HORIZONTAL
BRIDGING IS DISCONTINUOUS.
7. DESIGN JOIST FOR AN ADDITIONAL CONCENTRATED LOAD APPLIED TO THE TOP
CHORD WHERE SHOWN ON THE ROOF FRAMING PLAN. LOADS SHOWN ARE BASED
UPON EQUIPMENT SPECIFIED AT THE TIME OF DESIGN, VERIFY THAT EQUIPMENT
LOCATIONS AND UNIT WEIGHTS HAVE NOT BEEN MODIFIED.
8. REFER TO DESIGN CRITERIA ON SHEET S1.0 FOR JOIST LOADING.
9. (�) SLOPE INDICATES GENERAL DIRECTION OF STEEUDECK AND
SHEATHING SLOPE. COORDINATE PITCH WITH ELEVATIONS ON PLAN AND
ARCHITECTURAL DRAWINGS.
10. METAL DECK SHALL HAVE A MINIMUM OF 3 SPANS.
11. PROVIDE ADDITIONAL SUPPORT AROUND DRAINS, SEE TYPICAL DETAILS ON
DRAWING S7.1. COORDINATE LOCATIONS WITH ARCHITECTURAL AND PLUMBING
DRAWINGS.
12. COORDINATE AND VERIFY ALL SECTIONS AND DIMENSIONS WITH ARCHITECTURAL
DRAWINGS.
13. FINALIZE THE LOCATION OF HVAC UNITS AND ROOF OPENINGS WITH MECHANICAL
AND PLUMBING PLANS.
METAL ROOF DECK
1. 1.5B20 METAL ROOF DECK, (Fy = 80 ksi)
2. FASTEN USING (7) 518" PUDDLE WELDS AT EA SUPPORT PER 36" WIDTH
(36/7), (8) #10 TEK SCREWS AT MID -SPAN OF SIDELAPS AND 5l8" PUDDLE
WELDS @ 6" OC ALONG EDGES
PLYWOOD ROOF SHEATHING
1. 5l8" WOOD ROOF SHEATING.
2. PLYWOOD FASTENED TO LIGHT GAUGE METAL USING #10 SCREWS
(FLATHEAD). FASTEN SHEATHING TO WOOD FRAMING USING 10d TRUSS
NAILS OR 8d RING SHANKS, SPACE FASTENERS @ 4" OC EDGE SPACING
AND 6" OC FIELD SPACING.
ROOF DECK CLOSURE ANGLE
1. CONT L4X4X3/8' UNO
2. DECK CLOSURE ANGLE SHOULD BE CONTINUOUS ALONG THE
LENGTH OF THE BUILDING
WORST CASE JOIST REACTION
MECH UNIT
MAX VERTICAL REACTION FROM EQUIP SUPPORT FRAME ON JOIST TOP CHORD
EF-1 / EF-2
100 LB
RTU-1
750 LB
RTU-2
750 LB
RTU-3
750 LB
REMOTE REFRIG
1350 LB
3 PRE-ENGINEERED METAL
TRUSSES BY OTHERS. REFER TO
DESIGN REQUIREMENTS SHEET S1
ALL DIMENSIONS MUST BE VERIFIED BY CONTRACTOR WITH EQUIPMENT
SUPPLIER PRIOR TO FABRICATION OF STEEL. DIMENSIONS PROVIDED ARE
BASED ON COOK GRAVITY VENTS AND LENNOX RTU'S
13 14
S7.0 S7.0
BRACE
W
2X26
I BRACE
� G
SLOPE
PLYWOOD
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--
x
`xx'
5l8" WOOD ROOF
SHEATHING
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12X26
NOTE:
SLOPE INDICATES GENERAL
DIRECTION OF PLYWOOD DECK
SLOPE, COORDINATE PITCH WITH
ELEVATIONS ON PLAN AND
ARCHITECTURAL DRAWINGS.
1
S7.2
z
SOL
ROOF UNIFORM GRAVITY LOADS
SDL
GRID
I I
I I
EQUIVALENT LOADING AS ABOVE FOR PERPENDICULAR TO JOIST DIRECTION
- DESIGN END JOIST FOR 30K (FACTORED WIND) TOP
CHORD AXIAL LOAD.
AXIAL LOAD IS NOT TRANSFERRED THROUGH
JOIST SEAT
NOTE: SNOW DRIFT LOADS OCCUR ADJACENT TO
TOWER, PARAPETS, AND ADJACENT TO ROOF TOP
MECHANICAL EQUIPMENT.
P1 _ P2 PARAPET LOADS P2_
EQUIP. EQUIP.
P1: DL=180PUP SL = SEE DIAG. + 150 PLF WL=503PLF+1-
P2: DL=30PLF SL = SEE DIAG. + 150 PLF WL=503PLF+1-
P1
EQUIP.: REF. WORST CASE JOIST REACTION TABLE FOR LOADING
JOIST LOADING DIAGRAM
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FRAMING PLAN
3116" = V-0"
TOWER FRAMING PLAN
3116" =1'-0"
S3.0
SHEET GENERAL NOTES
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT
SHOWN HERE TO INCLUDE PAINTING I COATING REQUIREMENTS.
2. FIELD ADJUST LOCATION OF CONT CHANNELS AS REQUIRED TO BEAR AT LOW
POINTS OF ROOF DECK
1 1.1 3 4 5 6.1 7
24'-0'
W12X26 W12X26
I I I I I I I
II
W24X55 (C=112') W18X40 16'-0"
JIII
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2 I = I = I =
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3 GRIDLINE D & D.1 ELEVATION
B C D D1 E F
I I I
I I I
I I I I II
L
I
Ct Ct 2'-6"*—
C6X8.2
1 0" 2 6'+ C678.2 32LHSP 12K1 16'6"
1V-2'
I
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HSS12X4X5116
(GALVANIZED)
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2 GRIDLINE 1 ELEVATION
7 5.3 3.6 2.6 1
I I I I
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I I I I
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W24X55 W14X22 W18X40 W18X40 15'-2'
I
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�1 GRIDLINE B ELEVATION
Sa.O 3116" =1'-01.
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S4.0
FRONT TOWER FRAMING SECTION
112" =1'-0"
SEE PLAN
6" MTL STUD
WALL BRIDGING
WHERE SHOWN
& 4'-0" OC VERT
SPACING
6" MTL STUD
WALL BRIDGING WHERE SHOWN
& 4'-0" OC VERT SPACING
12 1
S7.1 SIM
oII S71
BOTTOM FLANGE BEAM
BRACE TO BOTTOM
CHORD OF JOIST
g L BOTTOM FLANGE BEAM
BRACE TO BOTTOM
15 I S7.1 CHORD OF JOIST
S7.2 /
6" MTL STUD
IL
------
STOREFRONT, SEE ARCH.
� FRONT WALL SECTION WITH WINDOWS
S5.0 318" = 1'-0"
11
S7.2
S Nk�
livillm
im-NON.
BOTTOM FLANGE BEAM
BRACE TO BOTTOM
CHORD OF JOIST
6" MTL STUD
WALL BRIDGING WHERE SHOWN
& 4'-0" OC VERT SPACING
6" MTL STUD
WALL BRIDGING WHERE SHOWN
& 4'-0" OC VERT SPACING
S6.0
�2 BACK WALL SECTION
S5.0 318" =1'-0"
S7.1
jII I \— SEE ROOF
A I PLAN FOR
JOIST
\ — 6" MTL STUD
WALL BRIDGING WHERE SHOWN
& 4'-0" OC VERT SPACING
SHEET GENERAL NOTES
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT
SHOWN HERE TO INCLUDE PAINTING I COATING REQUIREMENTS.
2. DETAILS FOR CONNECTIONS ARE SCHEMATIC. STEEL FABRICATOR SHALL PROVIDE
FINAL CONNECTION DESIGN. LIGHT GAUGE METAL SUPPLIER SHALL ADOPT
REQUIRED COMPONENTS AS SHOWN IN THE DETAILS AND ADJUST TO SPECIFIC
FIELD CONDITIONS.
EXTERIOR COLD FORM FRAMING NOTES
ITEM
NOTES
COMMENTS
6" WALL STUDS
600S162-54MIL(16GA)(50KSI) PUNCHED
ALL EXTERIOR
STUD SPACED @ 16" OC MAX
WALLS
6" CONT TOP TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI
(2) #10 SCREWS TO EA STUD
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI (2) #10
@ ROOF DECK
SCREWS TO EA STUD & (2) #10 SCREWS TO
ROOF DECK @ 12" OC & AT EA END OF TRACK
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI (2) 0.157"
@ STL CHANNELS
DIA PAF TO STL CHANNEL @ 12" OC & AT EA END
OF TRACK
6" CONT BOT TRACK
SIMPSON TITEN HD 518" DIA X 6" ANCHORS
TO FOUNDATION
SPACED @ 16" OC & WITHIN 8" OF WALL ENDS
CONT BRIDGING
CONT COLD ROLLED (U-CHANNEL) & SIMPSON
4'-0" OC VERT SPACING & 12"
STRONG -TIE SUBH3.25 WI (1) #10 SCREW TO
FROM EA END OF STUD
CONT CHANNEL
COLD FORM CONNECTOR NOTES
FASTENER TYPE
FASTENER INFORMATION
APPLICATION
COMMENTS
PAF
GALVANIZED - 0.157" DIA
EXTERIOR APPLICATIONS
SIMPSON PDPA OR
POWDER ACTUATED FASTENER
HILTI X-U PAF
PAF
0.157" DIA POWDER ACTUATED
INTERIOR APPLICATIONS
SIMPSON PDPA OR
FASTENER
HILTI X-U PAF
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
METAL DECK
#1 DRILL POINT
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
24 THREADS PER INCH,
STRUCTURAL STEEL
#3 DRILL POINT
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
STRUCTURAL STEEL
#5 DRILL POINT
#14 SHOULDERED
SIMPSON XLSH78B1414
COLD FORM STEEL JAMB TO
SCREW
SHOULDERED SCREW
HEAD OF WALL CONNECTION
NOTES:
1. SEE SHEET S1.0 FOR APPROVED FASTENERS
2. GALVANIZED FASTENERS REQUIRED AT ALL EXTERIOR CONNECTIONS
3. CONSULT MANUFACTURER PRODUCT DATA FOR DRILL POINT REQUIRED FOR BASE MATERIAL:
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5 REAR TOWER FRAMING SECTION
55.0 112" =1'-0"
3 FRONT WALL SECTION
S5.0 318" = V-0"
�1 SIDE WALL SECTION
S5.0 318" =1'-0"
S5.0
SHEET GENERAL NOTES
MASONRY JOINT REINF MASONRY JOINT REINF
REINFORCEMENT (4 TOTAL) REINFORCEMENT (3 TOTAL)
SEE
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT SHOWN
SEE SCHED
PLAN
A
HERE.
2"
• ° •
2. ALL CONTINUOUS REINFORCEMENT SHALL BE LAP SPLICED AT CORNERS USING "L" BARS.
SLAB CONTROL JT
N
• •
•
COL AND BP PER PLANS
' PRE -FABRICATED "T" FOR a •
AND SCHED <iQ1
WIRE REINFORCEMENT
#5 REBAR (12
TOTAL) 2" COVER
6" F'OR
w
FORMED CORNERS
x
•
r ____I
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1 1
AT INTERSECTIONS- - AT CORNERS -
CD
SEE 1_
- — —
PLAN FILL WITH CONIC
� --�
CENTER REINFORCEMENT IN MASONRY
• •
•
CELL -LINO
s 1 112" EXPANSIVE JOINT -FILLER
a STRIPS
�
(2) #3 TIES. PROVIDE (1) #3
SLAB -ON -GRADE
TIE WITHIN 6" OF TOP OF
(TYPICAL)
PEDESTAL
FILL CMU SOLID MASONRY JOINT REINFORCEMENT
WI GROUT
NOTE: ADJUST DETAIL AS NEEDED TO ACCOMMODATE FIELD
- AT TYPICAL WALL -
CONDITIONS
NOTE: SEE TYPICAL WALL SECTIONS FOR REINF SIZE AND SPACING REQUIREMENTS.
15
P2 PEDESTAL SECTION
11
TYPICAL ISOLATION JOINT DETAIL
7 TYPICAL CMU DETAILS
Ss.O
314" =1'-0"
S6.0 1" =1'•0"
S6.0 1 112" =1'-0"
OVER POUR ALL BP
SEE PLAN FOR STL COL
11
11
12 13
3
2"
6" MTL STUD
SEE PLAN FOR BP,
10" MIN ANCH EMBED
S6.0 S
T&B CONT
(LO
CONC PEDESTAL
SHRINK
NON -GROUT
1l2" EXPANSIVE JOINT -FILLER STRIP
REINF, SEE PLANS
600T125-54 TRACK
4"THICK CONIC SLAB -ON -GRADE
WALL FTG 1 1l2"
WALL FTG
N
4" SLAB THICKNESS 6" SLAB THICKNESS
#10 SELF -DRILLING SCREW
SCREWS AT EA STUD TO TRACK
1ST POUR
2ND POUR
4" THICK CONC SAW CUT JOINT 6" THICK CONIC
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SLAB -ON -GRADE (C.J.) SLAB -ON -GRADE
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SEE SCHED �,
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IN FTG THICKNESS
LAP SPLICE _
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DETAILS, & SPECIFICATIONS. a
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LAP SPLICE
SEE SCHED
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NOTE: NO PUNCH HOLES WITHIN 12' OF END OF STUD
SEE SCHED
SEE SCHED
TYPICAL COLD -FORMED WALL' BASE
1g TYPICAL WALL FTG CONSTRUCTION JOINT
14
S6.0
P1 PEDESTAL SECTION
1 112" =1'-0"
1p
SLAB TRANSITIONS
6 CONNECTION
3 COLUMN FOOTING WITH PEDESTAL
56.0 1 ^ =1'-0"
Ss.O 1" =1'-0"
S6.0 1 112" =1'-0"
S6.0 314" =1'-0"
SEE
PLAN
BEND TOP DOWEL INTO
#5 Wl STANDARD 90-DEG. HOOK
BEND TOP DOWEL INTO
#5 WI STANDARD 90-DEG HOOK
SLAB AS SHOWN
@ 32" OC (EXTEND INTO CMU)
SLAB AS SHOWN
@ 32" OC (EXTEND INTO CMU).
CTR REINF IN MASONRY CELL LINO
CTR REINF IN MASONRY CELL LINO
8" THICK CONC
8" THICK CONIC
SLAB -ON -GRADE
SLAB -ON -GRADE `�
SEE PLAN
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FILL WITH CONC
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FREEZER, SEE
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. .
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I AND COL WI ASPHALTIC
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#5 REBAR (CONTINUOUS)
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8" CMU GROUTED
#5 DOWEL WI STANDARD 90-DEG.
HOOK @ 32" OC (EXTEND INTO CONIC).
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SOLID
HOOK @ 32" OC (EXTEND INTO CONC).
CTR REINF IN MASONRY CELL LINO
PAN — — — — 1
— ELEV—
N
1
SOLID
CTR REINF IN MASONRY CELL LINO
4 4
° 8" CMU GROUTED SOLID
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SEE SCHED
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13
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SLAB STEP
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Ss.O 1" =1'-0"
S6.0
1" =1'-0"
Ss.O
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S6.0 112" =1'-0"
S6.0 1" =1'-0"
6" MTL STUD
6
SEE SCHED 2"
(:#)
GALV STL COL AND BP SEE PLAN
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TO BE COATED WITH 5" WIDE X 8" DEEP OVAL CUT
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BP, AB, AND COL WI ASPHALTIC MASTIC
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TERMINATE BAR AT STL COL
1l2" EXPANSIVE JOINT -FILLER STRIPS
• • •
• •
SEE PLANS — FROM BELOW
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FF ELEV TO 1" ABOVE FF ELEV
4" OR 6" THICK CONIC
OPENIINNG LOCATION WI ARCH
USE "L" BARS AT CORNERS
2" COVER
SLAB -ON -GRADE, SEE PLAN
FILL WITH CONIC DWGS
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#5 REBAR (22 TOTAL) •
SEE
1 1l2" THICK HIGH STRENGTH TOP OF SLAB
NON -SHRINK GROUT
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STRUCTURAL
PEDESTAL,
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(SEE ON
DOWEL OR CONTINUE
SEE PLANS
-III— -
GRADE DETAIL�B
REINFORCEMENT THROUGH
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1l2" EXPANSIVE o
CONC PEDESTALS
8" THICK CONCSLAB-ON-GRADEFILL
WITH CONC4�
6"THICK LAYER OF COMPACTED VAPOR BARRIER
JOINT -FILLER STRIPS =
STONE
CRUSHED SO
SEE PLAN FOR BP
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(GALV)
8" CMU GROUT SOLID
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#5 DOWEL WI STANDARD 90 DEG.
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CELL - LINO
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TIE WITHIN 6" OF TOP OF
EDGE OF SLAB
SLAB ON GRADE TYP.
NOTES:
1. CONTROL JOINT SHALL BE A MIN OF 1l4" WIDE AND ONE FOURTH THE SLAB DEPTH.
SEE PLAN FOR BP, 3"
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co
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SEE PLAN & FTG SCHED FOR
SIZE, DEPTH &REINF READ IN
FTGS
PEDESTAL
2. JTS SHOULD BE SAWED AS SOON AS THE CONIC IS HARD ENOUGH THAT THE SAWING DOES
10" MIN ANCH EMBED SEE SCHED
NOT RAVEL JOINT EDGES OR DISLODGE COARSE AGGREGATE PARTICLES.
3. CURE SLAB PER SPECIFICATION REQUIREMENTS.
SEE SCHED
16 P3 PEDESTAL SECTION
12
ISOLATION JOINT CORNER
g
TYPICAL SLAB / CONTROL JOINT DETAIL
4 TYPICAL EXTERIOR CANOPY COLUMN PAD
1 TYPICAL WALL AND FOOTING SECTION
Ss.O 1" =1'-0"
56.0
1" =1'-0"
Ss.O
1" =1'-0"
S6.0 112" =1'-0"
S6.0 1" =1'-0"
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TYP
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NOTE:
1. CONTINUITY CONNECTION REQUIRED ACROSS ALIGNING TRUSSES FOR
SEISMIC CATEGORY "C" BUILDINGS. USE L2X2X3/16" - V-0" LONG CENTERED
AND WELDED W/ 1/4" FILLET WELDS EACH SIDE - 4" LENGTH.
JOIST TO GIRDER CONNECTION
314" =1'-0"
CONT DECK CLOSURE
ANGLE, SEE ROOF PLAN
3/16 V 2-12
CONT CHANNEL TYP AT EA
3116 2" JST
TYP AT MTL ROOF DECK,
EA JST 3116 2 SEE ROOF PLAN
L4X4X3/8" (CUT TO FIT
BETWEEN JST. INSTALL AS
SHOWN - LEG UP FLUSH WI
FLANGE)
3/16 2-12 JST TO B
3116 2' CONNECTI N
BM PER PLANS
L1 112X1 112X3/16" LOCATED JST PER PLAN
AT EA JST ALONG GRIDLINE D
P =1.5 K+I- ULTIMATE
1g JOIST TO BEAM CONNECTION - FRONT
3/4" = l'-0"
CONT DECK CLOSURE ANGLE.
SEE ROOF PLAN (INSTALL
LEG DOWN AS SHOWN)
BM, SEE PLANS
TYP AT
3/
4114 2• EAJST
JST TO BM
2 CONNECTION
MTL ROOF DECK,
SEE ROOF PLAN
L1 1/2X1 1/2X3116 LOCATED AT -
EA JST ALONG GRIDLINE B
P =1.5 K d- ULTIMATE
17 JOIST TO BEAM CONNECTION - REAR
JOIST CENTERLINE
SEE PLAN
9"
TYP WALL FRAMING,
SEE SECTIONS
EOD = 6" MAX.
I
I
METAL DECK,
SEE PLAN
I
JOIST, SEE PLAN
I
EDGE OF DECK DETAIL
TYP DETAIL AT GRID B
3" TYP
EDGE OF DECK
EDGE OF DECK DETAIL
1" =1'-0"
COL, SEE PLAN I
I
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TYP DETAIL AT GRID D
NTERLINE
BM WEB - SEE PLAN FOR SIZE,
TYP
l
�00° /
ECK
- PL 3/8" THICK
5116
- L3l/2X31/2X1/4
(2) 3l4" DIAA325-N BOLTS
5/16
NOTE:
1. INSTALL BRACES 3" - 4" BELOW TOP OF BM BOLT PROJECTIONS MUST
REMAIN BELOW T.O.S.
14� TOWER BRACE CONNECTION (HORIZONT,
S7.0 /
131 TOWER BRACE CONNECTION (VERTICAL
S7.0 / 3/4" =1'-0"
PL 1/4" THICK WIDE FLANGE, SEE PLANS
(CAP PLATE) I
1 3/16
� I
3/16
7o I
11/2"- `� PL 3/8" THICK, BOTH
1
SIDES OF COL
3/16 12
3/4" DIA THROUGH BOLT
3/16 12
I
COL, SEE PLAN
III
NOTES:
1. USE 3/4" DIA BOLTS.
2. ALL BOLT HOLES 13/16" DIA.
12 HSS 4X4 COLUMN TO W BEAM
T
SINGLE PLATE SHEAR CONNECTION
TO BEAM OR COLUMN
BEAM
SIZE
NUMBER OF 3/4"
DIA. A325-N BOLTS
PLATE
THICKNESS
PLATE
LENGTH
WELD
SIZE
W8, W10
2
5/16"
5-1/2"
3/16"
W12, W14
3
5/16"
8-1/2"
1/4'
W16
4
5/16"
11-1/2"
1/4"
W18
5
5/16"
14-1/2"
1/4"
W21
6
5/16"
17-1/2'
1/4"
W24, W27
7
3/8"
20-1/2"
114"
NOTES:
1. MINIMUM THICKNESS OF SUPPORTING MEMBER TO BE 0.20". WHEN THE WELDS FROM A SECOND
CONNECTION ON THE SUPPORTING MEMBER ARE DIRECTLY OPPOSITE, MINIMUM THICKNESS TO BE 0.39".
2. PROVIDE HORIZONTAL SHORT SLOTTED HOLES IN BEAM WEB ONLY.
11 SINGLE PLATE SHEAR CONNECTION
57.0 314" =1'-0"
COL, SEE PLAN
3 SIDES
3116
3/16 V
L4X4X3/8
(5" LONG)
3116
BM, SEE PLAN
(CAP END W/ 1/4" PLATE
NOTSHOWN)
3/16 V
L4X4X3/8 INSTALL ANGLE ON COL
FACE OPP OF THE BM END
3/16
WT6X13 4"
3/16
HSS COLUMN TO HSS BEAM W/ OFFSET
10 SUPPORT
1 112" =1'-0"
PL 1/4" THICK
(CAP PLATE)
O
HSS COL PER PLANS
AND SCHED
FLUSH TO COLUMN -
HSS BM PER PLANS
3 SIDES
�AS REQD
5" WIDE X 8" DEEP OVAL CUT IN COL
FACE AT EXTERIOR CANOPY. VERIFY
COL LOCATIONS WITH ARCH DWGS
TYPICAL HSS COLUMN TO HSS BEAM
g CONNECTION
PL 3/4" THICK N
(CAP PLATE)
0
11/2' TYPE n
1/41 / 4"
4
3/4" DIA A325-N BOLT
(2 MIN FOR ERECTION ONLY)
PL 3/4" THICK
(CAP PLATE) r
JST GIRDER
PER PLANS
HSS COL, SEE
PLANS AND SCHED
PL 3/4" THICK
(STABILIZER PLATE)
DO NOT WELD
COLUMN TO JOIST GIRDER CONNECTION
BEAM
PL 3/4" 11/2"
THICK v
o - o 3/4" DIA A325-N BOLT
(4 - FOR ERECTION ONLY)
° I`- - J ° PL 3l4"
THI K
ZT
\ r
TYP
1l4 4' Lw
41/2" 112"
3116 il4
3/16
I
JST GIRDER PI-3/ THICK
PER PLANS (STABILIZER PLATE
COL, SEE PLANS
AND SCHED DO NOT WELD
INTERMEDIATE COLUMN TO JOIST GIRDER
CONNECTION
T-0"
1112" 41/2" 41/2" 11/2"
USE 3/4' DIA. ANCHORS
77
0
_ m �
N
PL 1" THICK
1/4
N TE :
1. COL IS CENTERED ON THE BP.
2. ASTM F844 WASHERS TO BE USED WITH HOLE CLEARANCES LIMITED TO 5/16"
FOR ROD DIAMETER UP TO 1". TOLERANCES ARE SMALLER THAN THOSE
PERMITTED IN ACI 117.
BASE PLATE BP4
11/2" = V-0"
BP3A =12"
BP3B =14"
1l2" 1
USE 3/4" DIA. ANCHORS
11/2" 11/2"
BP3A == PL 1"THICK
BP3B = PL 3/4' THICK
NOTES:
1. COL IS CENTERED ON THE BP.
2. ASTM F844 WASHERS TO BE USED WITH HOLE CLEARANCES LIMITED TO 5/16"
FOR ROD DIAMETER UP TO 1". TOLERANCES ARE SMALLER THAN THOSE
PERMITTED IN ACI 117.
BASEPLATE BP3
314" =1'-0" S7.0 1 112" =1'-0"
LOCATED PER PLAN AND REQ'D AT LAST JST BAY
AS REQ'D FOR UPLIFT
TYPICAL JOIST BRIDGING
11"
USE 3/4" DIA. ANCHORS
1 1/ " 4" N' l/2"
N
o>
N
BP2 = PL 3/4" THICK
1/4 INSIDE BUILDING BP2A - PL 1" THICK
NOTES:
1. ASTM F844 WASHERS TO BE USED WITH HOLE CLEARANCES LIMITED TO 5116"
FOR ROD DIAMETER UP TO 1". TOLERANCES ARE SMALLER THAN THOSE
PERMITTED IN ACI 117.
BASEPLATE BP2
11/2" = V-0"
11"
11/2" 4" 4" 11/2"
N
USE 3/4" DIA. ANCHORS
v
v
I
I
PL1"THICK
1/4 V
NOTES:
1. COL IS CENTERED ON THE BP.
2. ASTM F844 WASHERS TO BE USED WITH HOLE CLEARANCES LIMITED TO 5/16"
FOR ROD DIAMETER UP TO I". TOLERANCES ARE SMALLER THAN THOSE
PERMITTED IN ACI 117.
BASEPLATE BP1
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STO
1" =1'-0"
1" =1'-0"
314" =1'-0"
1 112" = V-0"
1 112" =1'-0"
STUD FRAMING BEYOND
L FASTEN BLOCKING
TO SHEATHING
FASTEN BLOCKING
TO SHEATHING
60OT125-54
BLOCKING
SIMPSON SCW5.5 WI (3)
#14 SHOULDERED
SCREWS @ CLIP
I �
1 (4) #12 @ CLIP
n
L8X6X1/2
1/4I/ 2 @ 6
BLOCKING CONNECTION
60OT125-54 SOLID
BLOCKING CONT
CONT EDGE ANGLE
(2) SIMPSON SCW5.5 W/ (3) #14
SHOULDERED SCREWS, TYP
DETAIL
1 112" = V-0"
1/4I/ 2 @ 6
JOIST
6" MTL STUD
"T 10T TRACK
WALL MUST BE LOCATED CONT DECK CLOSURE ANGLE.
OVER SUPPORT OVER
TO ROOF PLAN
I �
c�
CONT BRIDGING
CONT L2X2-43MIL
(18GA)
6" CONT BOTTOM TRACK
MTL ROOF DECK,
SEE PLAN
JST/SUPPORT PER PLANS
NOTE: NO PUNCH HOLES EDGES WITHIN 12" OF END OF STUD
TOWER COLD -FORMED FRAMING BASE
CONNECTION - CHANNEL PERPENDICULAR
7.1 1 1/2" = V-0"
WALL MUST BE CENTERED OVER SUPPORT
CHANNEL
I
6" MTL STUD
CONT BRIDGING
2
CONT BOT TRACK
CONT CHANNEL
3/16
� ��
MTL ROOF DECK,
INSTALL SECOND ANGLE
SEE PLAN
IF REQUIRED TO SUPPORT WALL
(IF NOT CENTERED ON
BAR JST PER PLAN
SUPPORT CHANNEL)
REINFORCEMENT REQ'D AT
JST WHEN CHANNEL NOT AT
PANEL POINT
TOWER COLD -FORMED FRAMING BASE
13
CONNECTION
11.011
6" MTL STUD
(4) #12 SCREWS
17 STUDS @ 16' OC SIMPSON FCB411.5 FIXED -
CLIP CONNECTOR
CLIP
c
c
a a aaa o 0 «•.
U u u U U O O
16
SIMPSON SC62.5/97
@ STUD W/(3)#14
SHOULDERED
SCREWS. FASTEN TO -
ANGLE W/(4)#12 A
15 CONNECTION AT SIDES
57.1 1 112" =1' 0"
MAX
- 6" STUDS @ 16" OC
L8X6X112 MTL DECK
JOIST
31MPSON SSB3.518
"ONNECTOR EA STUD WI
2) #14 SHOULDERED
SCREWS INTO STUD & (2)
#12 INTO JOIST
tr
CONT CHANNEL
CONT DECK CLOSURE ANGLE,
SEE ROOF PLAN
(8) #12 SCREWS EA CLIP -
(4) INTO STUD & (4) INTO
ANGLE
STL BM
1l4 2-12
' • ' � il4 2-12
SIMPSON FCB411.5 FIXED -CLIP
CONNECTOR (SEE TOP CLIP FOR CONT L4X4X3/8
CONNECTION REQUIREMENTS)
CONT 6" CAP TRACK
12� COLD -FORMED SPANDREL CONNECTION
CONT CHANNEL
6" MTL STUD
(4)#12 SCREWS
SIMPSON SCB4 SLIDE -CLIP
CONNECTOR, AT STUD.
COLD -FORMED TOP OF WALL BYPASS
CONNECTION
T 6" BOT TRACK
T DECK CLOSURE ANGLE.
ROOF PLAN
12 SCREWS
3M
CONT L2X2-43MIL
(18GA)
INFILL FRAMING AT SUPPORT BEAMS
1 112" =1'-0"
6" MTL STUD W/ (2) PAF @
16" OC AND WITHIN 8" OF
WALL ENDS
\STEN USING (1) ROW OF
4ERS @ 24" OC AND WITHIN
IEMBER ENDS
SCREWS @ 16" OC
STL BM, SEE PLAN
6" MTL STUD
WALL BRIDGING WHERE SHOWN
& 4'-0" OC VERT SPACING
COLD -FORMED WALL TO BOTTOM OF STEEL
9� CONNECTION
S7.1 1 112" =1'-0"
C4X
DOF DECK
C4X5.4
(2) #10 SCREWS
AT RIB
NOTE: FOR LARGER OPENINGS SEE JST MECH UNIT SUPPORT DETAIL
METAL DECK PENETRATIONS FOR OPENINGS TO
24" PERPENDICULAR TO DECK
314" =1'-0"
6" 1' -0.16"
MAX
1.51320 MTL ROOF DECK
°II II ° II II II II°
III
II II II II PUDDLE WELD OR
w II II °II II OPEN II II II II #10 SCREWS @ 8" OC MAX
II II II II
II II II II
0.071" REINF
II II II II II II II II pL
,1 o �, ��o
NOTE: FOR HOLES 6" DIA OR LESS - NO REINFORCING PLATE IS RED D
METAL DECK PENETRATIONS FOR OPENINGS TO
12" PERPENDICULAR TO DECK
57.1 314" =1'-0"
DECK TYPES
1.5 (B,F,A,VL)
36/7 PATTERN
36/5 PATTERN
36/4 PATTERN
36/3 PATTERN
METAL DECK FASTENING PATTERNS
314" =1'-0"
PUDDLE WELDS @ 12" OC MAX TO
COLLECTOR ELEMENTS AND EQUIP
FRAMING
U)
O
a
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U
J
w
w
U
w
O
w
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w
F_
z
w
U
SUPPORT FRAMING
FASTEN DECK AT JST
PER REQ'D PATTERN
51 METAL DECK FASTENING
S7.1 314" =1'-0"
TY
5/8" PUDDLE WELDS
6" OC AT EDGE
SUPPORTS
SIDELAP CONNECTION,
#10 TEK SCREWS
1.5B20 MTL
ROOF DECK
DECK EDGE
CHANNEL,
SEE PLAN
MTL ROOF DECK,
SEE PLAN
L2.5X2.5XI/4
(AS REQ'D)
/v/ T
TYP BOTH 3/16 21I2' JST, SEE PLAN
ENDS 3/16 21/2'
NOTE: WHERE CONCENTRATED LOAD EXCEED 100LBS AND FALLS BETWEEN TOP OR BOTTOM
CHORD PANEL POINTS PROVIDE AND INSTALL (2) STRUTS ON EACH SIDE OF JST.
JOIST CONCENTRATED LOAD SUPPORT
57.1 314" =1,-0"
3/16 JST
TYP 1" MAX
3/16
I
1/2" RADIUS SUPPORT ANGLE
JST W/ L.L.V.
INTERMEDIATE SUPPORT -
JST
3/16 1" MIN. 1" MAX
TYP
3116
1/2" RADIUS
SUPPORT ANGLE
JST WI L.L.V.
- END SUPPORT -
MECHANICAL SUPPORT ANGLE CONNECTION
3 DETAILS
57.1 1 112" =1'-0"
SHEET GENERAL NOTES
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT SHOWN HERE TO INCLUDE
PAINTING / COATING REQUIREMENTS.
2. DETAILS FOR CONNECTIONS ARE SCHEMATIC. STEEL FABRICATOR SHALL PROVIDE FINAL CONNECTION
DESIGN. LIGHT GAUGE METAL SUPPLIER SHALL ADOPT REQUIRED COMPONENTS AS SHOWN IN THE DETAILS
AND ADJUST TO SPECIFIC FIELD CONDITIONS.
EXTERIOR COLD FORM FRAMING NOTES
ITEM
NOTES
COMMENTS
6" WALL STUDS
600S162-54MIL(16GA)(50KSI) PUNCHED
ALL EXTERIOR
STUD SPACED @ 16" OC MAX
WALLS
6" CONT TOP TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI
(2) #10 SCREWS TO EA STUD
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI (2) #10
@ ROOF DECK
SCREWS TO EA STUD & (2) #10 SCREWS TO
ROOF DECK @ 12" OC & AT EA END OF TRACK
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) WI (2) 0.157'
@ STL CHANNELS
DIA PAF TO STL CHANNEL @ 12" OC & AT EA END
OF TRACK
6" CONT BOT TRACK
SIMPSON TITEN HD 5/8" DIA X 6" ANCHORS
TO FOUNDATION
SPACED @ 16" OC & WITHIN 8" OF WALL ENDS
CONT BRIDGING
CONT COLD ROLLED (U-CHANNEL) & SIMPSON
4'-0' OC VERT SPACING & 12'
STRONG -TIE SUBH3.25 W/ (1) #10 SCREW TO
FROM EA END OF STUD
CONT CHANNEL
COLD FORM CONNECTOR NOTES
FASTENER TYPE
FASTENER INFORMATION
APPLICATION
COMMENTS
PAF
GALVANIZED - 0.157" DIA
EXTERIOR APPLICATIONS
SIMPSON PDPA OR
POWDER ACTUATED FASTENER
HILTI X-U PAF
PAF
0.157"DIA POWDER ACTUATED
INTERIOR APPLICATIONS
SIMPSON PDPA OR
FASTENER
HILTI X-U PAF
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
METAL DECK
#1 DRILL POINT
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
24 THREADS PER INCH,
STRUCTURAL STEEL
#3 DRILL POINT
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
STRUCTURAL STEEL
#5 DRILL POINT
#14 SHOULDERED
SIMPSON XLSH78B1414
COLD FORM STEEL JAMB TO
SCREW
SHOULDERED SCREW
HEAD OF WALL CONNECTION
NOTES:
1. SEE SHEET S1.0 FOR APPROVED FASTENERS
2. GALVANIZED FASTENERS REQUIRED AT ALL EXTERIOR CONNECTIONS
3. CONSULT MANUFACTURER PRODUCT DATA FOR DRILL POINT REQUIRED FOR BASE MATERIAL:
(2) SIMPSON FCB 45.5 CLIP
AT EA VERT STUD - (1) TOP
& (1) BOTTOM OF BM
(8) #12 SCREWS EA
CLIP - (4) INTO STUD &
(4) INTO ANGLE
ROOF CLOSURE AT TOWER
314" =1'-0"
L6Xi
CONT 600T125-54MIL(16GA)
W/ (2) #10 SCREWS TO EA
HORIZ STUD & W/ (2) #10
SCREWS TO EA VERT STUD
6" MTL STUD
6" CONT CAP TRACK WI (2)
#10 SCREWS TO EA STUD &
W/ (1) PAF TO STEEL ANGLE
@ 16" OC MAX
CONT ROOF DECK
CLOSURE ANGLE
JOIST MECHANICAL UNIT SUPPORT
57.1 314" =1'-0"
'PORT
'E
4X3/8, TYP
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co
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2
71/2"
SEE 16/S7.2 1
FOR PL. �\
1/2"
114• N
' o JST GIRDER
& COL
114
N_
11/2" 11/2"
17 TOWER COLUMN CONNECTION
S7.2 1 112" =1'-0"
PL TO JST
JOIST GIRDER, SEE PLANS
HSS TOWER COLUMN TO JOIST CONNECTION
T-0" MIN
+ + ABOVE T.0 CHANNEL
\I
ITRACK
\ \ 3/16 3"
TYP EA JOIST\ TYP
\\� 3/16 3'
+14
S7.2
\ CONT CHANNEL
CONT +
CHANNEL, SEE ROOF PLAN
(SPACED PER PLAN)
TOP OF EXTERIOR WALL
JOIST, SEE PLAN
NOTE: COORDINATE WITH ARCH DETAILS FOR FLASHING AND WEATHERPROOFING.
13 PARAPET FRAMING PARALLEL TO JOIST
CONT TOP TRACK --b
#10 SELF -DRILLING
SCREW (4 TOTAL @ JOINT)
CONT TOP TRACK
(4) #10 + +
CONT BOT TRACK
T-O" MIN
ABOVE T.0 CHANNEL
6" MTL
\\ \ STUD
\ \
t \
SEE ELEV
CONT CHANNEL
NOTE: COORDINATE WITH ARCH DETAILS FOR FLASHING AND WEATHERPROOFING.
PARAPET FRAMING PERPENDICULAR TO JOIST -
REAR
FASTEN SHEATHING TO FRAMING USING ET&F
PANELFAST KNURLED AGS-100 SERIES
PNEUMATIC FASTENERS OR #10 BUGLE HEAD
SCREWS INTO 5/8" SHEATHING (40/20 SPAN
RATING) AND 6" MTL STUDS.
2" OC EDGE SPACING AND 12" OC IN FIELD.
SHEAR WALL EXTENTS
INDICATED ON
FOUNDATION PLAN
15
S7.1
SHEARWALL PANEL
STL BM WHERE g
SOLID BLOCKING AT
APPLICABLE
EDGE ANGLE
S7.1
FASTEN CONT TOP
TRACK TO STL USING (2)
PAF @ 16" OC AND
WITHIN 8" OF WALL ENDS
CONT BRIDGING
TOP TRACK
STL COL WHERE
APPLICABLE
)TUD NAILERS FASTENED
TO STL COL
7
s7.2
6" MTL STUDS
SIMPSON TITEN HD 5/8"
DIA x 6" ANCHORS
6
SPACED @ 16" OC AND
WITHIN 8" OF WALL
S7.2
ENDS
6"CMU BLOCK LAYER
SIMPSON S/HD15S ANCH AT
SHEARWALL ENDS WITHOUT STL
COL. FASTEN TO STUDS USING
CONC PEDESTAL FOR
(30) #14 SCREWS
COL WHERE
APPLICABLE
1" DIA THREADED ROD
FOUNDATION a
ANCH THREADED ROD INTO
d ' _
FDN USING SIMPSON SET
' a=
ANCHORING ADHESIVE
WITH A MIN EMBED OF 9"
8"CMU STEM WALL SILL PLATE
NOTES:
1. SEE GENERAL NOTES SECTION 06100 FOR SHEATHING REQUIREMENTS.
2. NO SUBSTITUTIONS ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.
3. INSTALL FASTENERS 3/8" FROM THE EDGES OF THE WOOD STRUCTURAL SHEATHING.
4. ALL PANEL EDGES SHOULD BE SUPPORTED BY FRAMING OR FLAT STRAP BRACING.
5. APPLY DETAILS AS REQUIRED BASED ON SHEARWALL LOCATIONS.
6. PLYWOOD TO BE PLACED PERPENDICULAR TO THE FRAMING.
TYPICAL WALL SHEATHING DETAIL
in ll.on57.2
3/4„ =1'-01,
S7.2 1/4„ =1,-0„
n
LOCATION OF SHEATHING
T
PANELEDGE
I
MTL STUDS
ROOF SHEATHING
CONNECTION
°I°I°I
PER PLAN
BY TRUSS MFR
II II II
3'-0'MINSHEATHINGTYP
PLYWOOD
Ex WALL
FRAMING,
ABOVE T.0 CHANNEL
SEE DETAILS
+ �� 6" MTL STUD
I I I I S7.2 I I I
LOCATION OF
SHEATHING
\
V
PANEL EDGE
I
\
PRE-ENGINEERED
A V
I I I I I I I
LI LI J
2" WIDE X 43MIL MIN FLAT
MTL TRUSSES
(4) #10
\ \
STRAP BLOCKING. INSTALL
[___________________
�
_
+
\
+
BLOCKING TAUGHT ACROSS
CONNECTION
L
x x
\ CONT CHANNEL
LI LI LI
STUDS
BY TRUSS MFR
+ +
+ + \ \
INTERMEDIATE FRAMING
I I
\
\ \_ 14
FASTENED TO SHEATHING
\ S7.2
@ 12" OC
LI LI
BM, SEE PLANS
CONT L2X2X43-MIL100+
\
(18GA) W/#10 SCREWS
COL, SEE PLANS
TO EA TRUSS AND @
_ _
PANEL EDGE NAILING
6" OC TO PLYWOOD
V 0
NOTES:
1.
USE COLD -FORMED FRAMING SIZES SPECIFIED IN THE DETAILS
2.
BLOCKING TO BE INSTALLEDAT PLYWOOD EDGES
-
JST, SEE PLAN
3.
BLOCKING INSTALLATION PER GENERAL CONTRACTORS
NOTE: COORDINATE WITH ARCH DETAILS FOR FLASHING AND WEATHERPROOFING.
PREFERENCE - OVER PLYWOOD OR ON STUDS
PARAPET
FRAMING PERPENDICULAR TO JOIST -
4.
FASTEN BLOCKING TO PLYWOOD EDGES PER THESE PLANS
15 LIGHT GAUGE CANOPY FRAMING
11 FRONT
® BLOCKING DETAIL
314" =1'-0"
\ \
TYP \
3/16 \
PLYWOOD
SHEATHING
(3) SIMPSON PDPA
FASTENER TO
C CHANNEL
2X2X5" LONG-14GA
CLIP W/(4)#10 SELF -
DRILLING SCREWS
C CHANNEL -
SEE PLANS
3/4" =1'-0"
CONT TRACK 362T125-33MIL(20GA)(33KSI)
W/ (2#10 SCREWS TO EA STUD AND W/
ROOF DECK
(2)#10 SCREWS @ 12" OC WITHIN 3"
FROM END OF TRACK
CUT ENDS OF HEADER
AND FASTEN TO STUDS
W/ (2) #10 SCREWS MIN
362 S 162-33 M I L(20GA)(33 KS I )
PUNCHED STUD (@ 16" OC)
BOX HEADER:
[362S162-33MIL (20GA)(33KSI) +
362T125-33MIL (20GA)(33KSI)]
ATTACH STUD TO TRACK FLANGES
W/ #10 SCREWS @ 12" OC MAX
CONT TRACK 362T125-33MIL(20GA)(33KSI)
W/ (2#10 SCREWS TO EA STUD AND W/ (2)
CONC SLAB -ON -GRADE
PAF W/ 1 112" EMBED TO CONC @ 16" OC
AND WITHIN 3" FROM END OF TRACK
NOTE: IF DRYWALL DOES NOT CONTINUE TO TOP TRACK, BRIDGING MUST BE INSTALLED
AT THE MID -HEIGHT OF THE WALL.
PARAPET BRACE CONNECTION DETAIL 10 TYPICAL INTERIOR FRAMING DETAILS
1" =1'-0" 57.2 314" =1'-0"
112" =1'-0"
CL
NEXT STUD SHALL
BE 6" WIDTH
USE 400S162-54 [50] STUDS
AND 40OT125-54 [50] TRACK
USE 6" MEMBERS ON ONE SIDE
FASTENED PER COL
OF COL AND FASTENED PER
SHEARWALL END DETAIL
COL SHEARWALL END DETAIL
ALIGN FRAMING -�
TO WALL EDGE
HSS STL COL
- COLUMN AT SHEARWALL END(S):
CORNER CONDITION -
600S162-54MIL(16GA)(50KSI)
600T125-54MIL(16GA)(50KSI) TRACK
STUD FASTENED TO STL COL W/
FASTENED TO CHANNEL THROUGH
(2) ROWS PAF @ 12" OC AND
FLANGES W/ #10 SCREWS @ 12" OC
WITHIN 6" OF STUD ENDS
INSTALL BOTH SIDES IF z
600S162-54MIL(16GA)(50KSI) STUD
SHEARWALLS ARE BOTH
FASTENED TO TRACK W/ (2) ROWS OF
SIDES OF COL
#10 SCREWS @ 12" OC
HSS STL COL
- COLUMN AT SHEARWALL END(S) -
LATERAL COLUMN CONNECTION
1 1/21'=1'-0"
(2) 600S162-54MIL
(16GA)(50KSI)
BACK-TO-BACK
(2) ROWS #10 SCREWS
@12"OC
TYPICAL SHEARWALL CHORD
S7.2 3" =1'-0"
PROVIDE 2" WIDE
STRAPPING ACROSS
ALL PLYWOOD
PANEL JOINTS
WALL SHEATHING
BLOCKING DETAIL
1" =1'-0"
6" MTL STUD
CONT BRIDGING
WALL SHEATHING v
60OT12543 [33-KSI] WALL FRAMING STUD
CONT CAP TRACK
FASTENED TO LEDGER
USING #10 @ 12" OC
EA FACE
TRUSS CONNECTION
BY OTHERS
600S182-54 [50-KSI] CONT
LEDGER FASTENED TO
EA WALL STUD USING
(3) #10 SCREWS THROUGH
THE SHEATING
NOTE:
LEDGERS ARE REQUIRED AT TOP AND BOTTOM OF CANOPY TRUSSES TO
FACILITATE THE REQUIRED CONNECTIONS.
COORDINATE WITH TRUSS MANUFACTURERS DRAWINGS FOR FINAL
ELEVATION AND LOCATION REQUIREMENTS.
LEDGER DETAIL
1 112" = V-0"
CONNECTION BY
TRUSS ENGINEER
PRE-
ENGINEERED
MTL TRUSS
FACIA PER
ARCH PLANS
1 15'-2"
TRUSS BEARING
PARAPET
FRAMING - SEE
DETAILS FOR
FRAMING AND
CONNECTION
NOTE: REFER TO PARAPET DETAILS FOR PARAPET FRAMING REQUIREMENTS (NOT SHOWN).
REAR TOWER ENTRY FRAMING
112" =1'-0„
SHEET GENERAL NOTES
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT SHOWN HERE TO INCLUDE
PAINTING / COATING REQUIREMENTS.
2. DETAILS FOR CONNECTIONS ARE SCHEMATIC. STEEL FABRICATOR SHALL PROVIDE FINAL CONNECTION
DESIGN. LIGHT GAUGE METAL SUPPLIER SHALL ADOPT REQUIRED COMPONENTS AS SHOWN IN THE DETAILS
AND ADJUST TO SPECIFIC FIELD CONDITIONS.
EXTERIOR COLD FORM FRAMING NOTES
ITEM
NOTES
COMMENTS
6" WALL STUDS
600S162-54MIL(16GA)(50KSI) PUNCHED
ALL EXTERIOR
STUD SPACED @ 16" OC MAX
WALLS
6" CONT TOP TRACK
CONT 600T125-54MIL(16GA)(50KSI) W/
(2) #10 SCREWS TO EA STUD
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) W/ (2) #10
@ ROOF DECK
SCREWS TO EA STUD & (2) #10 SCREWS TO
ROOF DECK @ 12" OC & AT EA END OF TRACK
6" CONT BOT TRACK
CONT 600T125-54MIL(16GA)(50KSI) W/ (2) 0.157"
@ STL CHANNELS
DIA PAF TO STL CHANNEL @ 12" OC & AT EA END
OF TRACK
6" CONT BOT TRACK
SIMPSON TITEN HD 5/8" DIA X 6" ANCHORS
TO FOUNDATION
SPACED @ 16" OC & WITHIN 8" OF WALL ENDS
CONT BRIDGING
CONT COLD ROLLED (U-CHANNEL) & SIMPSON
N-0" OC VERT SPACING & 12"
STRONG -TIE SUBH3.25 W/ (1) #10 SCREW TO
FROM EA END OF STUD
CONT CHANNEL
COLD FORM CONNECTOR NOTES
FASTENER TYPE
FASTENER INFORMATION
APPLICATION
COMMENTS
PAF
GALVANIZED - 0.157' DIA
EXTERIOR APPLICATIONS
SIMPSON PDPA OR
POWDER ACTUATED FASTENER
HILTI X-U PAF
PAF
0.157" DIA POWDER ACTUATED
INTERIOR APPLICATIONS
SIMPSON PDPA OR
FASTENER
HILTI X-U PAF
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
METAL DECK
#1 DRILL POINT
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
24 THREADS PER INCH,
STRUCTURAL STEEL
#3 DRILL POINT
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
STRUCTURAL STEEL
#5 DRILL POINT
#14 SHOULDERED
SIMPSON XLSH78B1414
COLD FORM STEEL JAMB TO
SCREW
SHOULDERED SCREW
HEAD OF WALL CONNECTION
NOTES:
1. SEE SHEET S1.0 FOR APPROVED FASTENERS
2. GALVANIZED FASTENERS REQUIRED AT ALL EXTERIOR CONNECTIONS
3. CONSULT MANUFACTURER PRODUCT DATA FOR DRILL POINT REQUIRED FOR BASE MATERIAL:
6" MTL
STUD
(4) #12 SCREWS
SIMPSON FCB4 FIXED -CLIP
CONNECTOR
1/41 \ 2-12
CONT L4X4X3/8
(4) #12 SCREWS
1/4 2-12
BM SIZE VARIES
TOWER COLD -FORMED BYPASS FRAMING
CONNECTIONS
1 112„ =11-019
ROOF SHEATHING
PRE-ENGINEERED
MTL TRUSSES, @
24" OC
...
PRE-ENGINEERED TRUSS
MFR TO PROVIDE TRUSS
CONT TOP TRACK
CONNECTION TO RESIST
ALL WIND AND SEISMIC
LOAD REQUIREMENTS
WALL SHEATHING
1l4 2-12
SIMPSON FCB4 FIXED -CLIP •
1/4 2.12
CONNECTOR AT STUD
(8) #12 SCREWS - (4) TO STUD
L4X4X3/8
& (4) TO ANGLE
6" MTL STUD
TOWER COLD -FORMED FRAMING AT TOP OF
WALL
11" =1'-0"
h
1 cs
Io M 00
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gOw p`
p
NC% P.4W 3
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<i3:
C7 of
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w
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WILI�M S MATHERS a
m
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2
3/8' DIA THREADED ROD
(ASTM F 1554 GRADE 36)
W/ 6" EMBED. USE
SIMPSON SET-XP EPDXY
ANCHORING SYSTEM
SIMPSON SSC4.25 AT TOP
(HEADER ONLY)
21/2"
11/4" MC6X18 x
JAMB FRAMING x 7
x S7.3
6X6X3/4" PL x
io
g^ HEADER/SILL
�� SIMPSON SSC4.25 (LLV) W/
(5) #10 SCREWS INTO JAMB
AND (4) #10 SCREWS INTO
HEADER/SILL
16 ROLLUP DOOR FRAME ATTACHMENT
HEADER/SILL TO JAMB CONNECTIONS
1 112" = V-0"
CFS FRAMING,
OPENING JAMB
MC6X18
TYP
(2) SIMPSON SSC4.25 W/
(5) #10 INTO JAMB OR (2)
TYP
3l1
ATTACH CFS JAMB
L3X3X54MIL (16GA)(50KSI)
STUD TO STL
6" LONG W/ (6) #10
CHANNEL W/ (2) PAF
SCREWS TO JAMB
@ 12" OC MAX OR WI
(2) #12 SCREWS @
COORDINATE
12" OC MAX.
GROUTED 6"CMU
ROUGH
PROVIDE 3" MIN
OPENING W/
BETWEEN ANCH
ARCH
x
x
16
3/8" DIA THREADED ROD
S7.3
3/16
(ASTM F1554 GRADE 36)
W/ 6" MIN EMBED. USE
SIMPSON SET- XP EPDXY
m
ANCHORING SYSTEM
FOR OPENINGS
..a
a
. m Q.
LARGER THAN 6FT
15 ROLLUP DOOR FRAMING
57.3 112" = l'-0"
PROVIDE 1" GAP BETWEEN
EDGE OF STUD AND BOT
OF STL BM
OPENING JAMB
STL BM
SIMPSON SCW5.5 WI
(4) #12 SCREWS INTO BM AND
(3) #14 SHOULDERED SCREWS
INTO JAMB
NOTE:
FOR OPENINGS LARGER THAN 6FT: (2) CLIPS. ONE ON EA SIDE OF JAMB
FOR OPENING EQUAL OR LESS THAN 6FT: (1) CLIP
JAMB CONNECTION
1 112" =1'-0"
L6X4X3/8 -12" LONG
W/ L.L.V
1/4"
3 SIDES
MTL DECK
L2X2X1/4 JST REINFORCEMENT REQ'D TO BE INSTALLED
VERTICALLY AT EA JAMB CONNECTION. WELD ALL-
AROUND TO JST CHORDS. WELD A MIN 2" FILLET TO L6X4
CLIP. USE 3/16" MIN FILLET WELDS
SIMPSON SCB47.5 EA SIDE OF JAMB. FASTEN EA
CONNECTOR TO JAMB W/ (3) #14 SHOULDERED
SCREWS. FASTEN EA CONNECTOR TO ANGLE USING (3)
#12 SCREWS. SEE NOTE BELOW
JAMB STUDS STL JST
NOTE FOR SCB47.5 CLIP:
FOR OPENINGS LARGER THAN 6FT: (2) CLIPS. ONE ON EA SIDE OF JAMB
FOR OPENING EQUAL OR LESS THAN 6FT: (1) CLIP
JAMB CONNECTION @ SIDE WALLS
1" =1'-0"
1PENING JAMB
IMPSON SSC4.25 WI
i) #10 INTO JAMB OR
1) L3X3X54MIL(16GA)
iOKSI) 6" LONG
V/ (6) #10 SCREWS TO
AMB
;ROUTED 6" CMU
3/8" DIA THREADED ROD
(ASTM F1554 GRADE 36)
W/ 6" MIN EMBED. USE
SIMPSON SET- XP EPDXY
ANCHORING SYSTEM
FOR OPENINGS EQUAL
OR LESS THAN 6FT
11 JAMB TO FOUND. CONNECTIONS
S7.3 1" =1'-0"
#10 SCREW @ 12" OC
#10 SCREW AT STUD FACE
HEADER DETAIL
3" =1'-0"
NOTE: ONLY REQUIRED AT WINDOWS
SILL SECTION
3„ =1'-0"
6" MTL STUD
(2) 60OT125-54MIL(16GA)(50KSI)
(2) 6005162-54MIL(16GA)(50KSI)
#10 SCREWS @ 12" OC (TYP)
(2) ROWS #10 SCREWS @ 12" OC
60OT125-54MI L(16GA)(50KSI )
60OS162-54MI L(16GA)(50KSI )
#10 SCREWS @ 12" OC
AT FACE, TYP
#10 SCREW AT STUD FACE
60OT125-54MI L(16GA)(50KSI )
6" MTL STUD
#10 SCREWS @ 12" OC
(2) ROWS #10 SCREWS
@12"OC
JAMB:
[(3)60OS162-54MIL
(16GA)(50KSI) +
(3)600T125-54MIL
(16GA)(50KSI)]
FOR OPENINGS
LARGER THAN 6FT
TYPICAL JAMB
JAMB STUDS AND
TRACKS.SEE
JAMB DETAIL
SIMPSON SCC4.25
CONNECTOR, TOP
AND BOTTOM.
SEE 12IS7.3
#10 SCREWS @ 12" OC
JAMB:
[(1)600S162-54MIL
(16GA)(50KSI) +
(1)60OT125-54MIL
(16GA)(50KSI)]
FOR OPENINGS EQUAL
OR LESS THAN 6FT
60OT125-54MIL(16GA) TRACK PIECE, MIN 6"
LONG. CONNECT WI (6) #10 SCREWS TO JAMB
AND (3) #10 SCREWS TO HEADER, (3) EA SIDE
FUK HEAUEK 61 UUS
AND TRACKS, SEE
HEADER DETAIL.
HEADER CONNX TO JAMB STUD
314" =1'-0..
6" I
6:) TYP. WALL OPENING
S7.3 112" =1'-0"
6" MTL STUDS
8
S7.3
6" MTL STUDS
5 TYP. WALL OPENING
S7.3 112" =1'-0"
9
S7.3
10
S7.3
NOTCH TRACK LIPS AND
VERT TRACK CONNECTION
14
S7.3
13
S7.3
12
tS7.3
8
57.3
12
S7.3
#10-16 HWH SCREWS
OC, TYP, MAX
611
ALUMINUM STAND, SEE
PLANS.
CHANNEL, SEE PLANS
(4) 3l8" DIA SAE GRADE 5
THREADED RODS Wl3/4" MIN
WASHERS AND LOCKING NUTS
PROVIDE A LAYER OF FELT
PAPER OR RUBBERIZED
ASPHALT MEMBRANE
BETWEEN STAND ALUMINUM
BASE PLATE AND STEEL
CHANNEL
(2) 3X3X1/4" 6061-T6 CONT
ALUMINUM ANGLE TO MATCH
BP FOOTPRINT
�4 STAND COLUMN CONNX. BETWEEN JOIST
S7.3 1 1/2" = V.D.,
CHANNEL CONNX. TO JOIST
S7.3 1 112" = l'-0"
3/4" STRUCTURAL PLYW(
#10 WOOD SCREWS @ 6'
ALL (4) SII
(2) CONT 2X12 PT STUDS. ATl
STUDS TO EA OTHER W/ (2
COMMON NAILS @ 6" OC I
ATTACH T&B PL TO 2X12 A
COMMON NAILS @ 1"
MASTERBUILT SUPPORT
314" =1'-0"
REFRIGERATION FRAMING DETAIL
314" =1'-0"
oonVIDE A LAYER QF FELT
=R OR RUBBERIZED
iALT MEMBRANE
KEEN STAND ALUMINUM
PLATE AND STEEL
VNEL
VNEL, SEE PLANS
FORCEMENT
D AT JST
N CHANNEL
AT PANEL POINT
JST, SEE PLANS
SHEET GENERAL NOTES
1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT SHOWN HERE TO INCLUDE
PAINTING / COATING REQUIREMENTS.
2. DETAILS FOR CONNECTIONS ARE SCHEMATIC. STEEL FABRICATOR SHALL PROVIDE FINAL CONNECTION
DESIGN. LIGHT GAUGE METAL SUPPLIER SHALL ADOPT REQUIRED COMPONENTS AS SHOWN IN THE DETAILS
AND ADJUST TO SPECIFIC FIELD CONDITIONS.
EXTERIOR COLD FORM FRAMING NOTES
ITEM NOTES COMMENTS
6" WALL STUDS
60OS162-54MIL(16GA)(50KSI) PUNCHED
ALL EXTERIOR
STUD SPACED @ 16" OC MAX
WALLS
6" CONT TOP TRACK
CONT 60OT125-54MIL(16GA)(50KSI) WI
(2) #10 SCREWS TO EA STUD
6" CONT BOT TRACK
CONT 60OT125-54MIL(16GA)(50KS1) WI (2) #10
@ ROOF DECK
SCREWS TO EA STUD & (2) #10 SCREWS TO
ROOF DECK @ 12" OC & AT EA END OF TRACK
6" CONT BOT TRACK
CONT 60OT125-54MIL(16GA)(50KSI) WI (2) 0.157"
@ STL CHANNELS
DIA PAF TO STL CHANNEL @ 12" OC & AT EA END
OF TRACK
6" CONT BOT TRACK
SIMPSON TITEN HD 5/8' DIA X 6" ANCHORS
TO FOUNDATION
SPACED @ 16" OC & WITHIN 8" OF WALL ENDS
CONT BRIDGING
CONT COLD ROLLED (U-CHANNEL) & SIMPSON
4'-0' OC VERT SPACING & 12"
STRONG -TIE SUBH3.25 W/ (1) #10 SCREW TO
FROM EA END OF STUD
CONT CHANNEL
COLD FORM CONNECTOR NOTES
FASTENER TYPE FASTENER INFORMATION APPLICATION COMMENTS
PAF
GALVANIZED - 0.157" DIA
EXTERIOR APPLICATIONS
SIMPSON PDPA OR
POWDER ACTUATED FASTENER
HILTI X-U PAF
PAF
0.157" DIA POWDER ACTUATED
INTERIOR APPLICATIONS
SIMPSON PDPA OR
FASTENER
HILTI X-U PAF
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
METAL DECK
#1 DRILL POINT
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
16 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#10 SCREW
#10 SELF -DRILLING SCREW
COLD FORM STEEL TO
24 THREADS PER INCH,
STRUCTURAL STEEL
#3 DRILL POINT
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
COLD FORM STEEL (18GA
#3 DRILL POINT
OR THICKER)
#12 SCREW
#12 SELF -DRILLING SCREW
COLD FORM STEEL TO
14 THREADS PER INCH,
STRUCTURAL STEEL
#5 DRILL POINT
#14 SHOULDERED
SIMPSON XLSH78BI414
COLD FORM STEEL JAMB TO
SCREW
SHOULDERED SCREW
HEAD OF WALL CONNECTION
NOTES:
1. SEE SHEET S1.0 FOR APPROVED FASTENERS
2. GALVANIZED FASTENERS REQUIRED AT ALL EXTERIOR CONNECTIONS
3. CONSULT MANUFACTURER PRODUCT DATA FOR DRILL POINT REQUIRED FOR BASE MATERIAL:
REFRIGERATION UNIT SECURED TO FRAMING
USING 1l2"X5" LAG SCREWS (8) TOTAL, (4) EA SIDE
(2) CONT 2X8 PT STUDS. ATTACH
STUDS TO EA OTHER WI (2)10d
COMMON NAILS @ 6" OC MAX.
OVERLAP PLATES AT CORNERS
WI (4)10d COMMON NAILS
2X4 PT STUDS @ 12" OC
ATTACHED T&B PL TO 2X4
WI (2)16d COMMON NAILS
(2) CONT 2X8 PT STUDS. ATTACH STUDS TO
EA OTHER WI 1/4"X3" SIMPSON SDS25300
SCREWS @ 6" OC MAX STAGGERED.
OVERLAP PLATES AT CORNERS W/ (4)
SCREWS. PROVIDE 3" MIN SPACING, 6" MIN
END DISTANCE 1 1/2" MIN EDGE DISTANCE
ATTACH CONT 2X8 PT STUD TO METAL DECK W/ (2)
#10 WOOD TO METAL SCREWS @ 12" OC MAX.
PROVIDE 3" MIN SPACING, 6" MIN END DISTANCE &
1 1/2" MIN EDGE DISTANCE IN WOOD PLATE
3/4" PRESSURE TREATED
PLYWOOD SHEATHING
CONDENSING UNIT, SEE MECH DWG'S.
CONNECTION TO STRUCTURE BY UNIT
MFR'S
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MTL DECK
STL JST
CL 45
CL
3x1 1l2"x54-MIL(16 GA) CLIP 8"
LONG MIN W/ (4) #10-16 HWH
SCREWS THROUGH LONG LEG TO
z LATERAL BRACING @
STUD AND WI (2) BUILDEX #12-24
b 4'-0" OC MAX HORIZ
TEK #5 SELF -DRILLING SCREWS
OR W/ (2) 0.157" DIA SIMPSON
PDPA TO STL JST
I �
362S162-33MIL(20GA)(33KSI)
@ 16" OC MAX W/ (4) #10-16
HWH SCREWS AT EA STUD
TO STUD CONNECTION
CONT 362T125-33MIL(20GA)(33KSI)
W/ (2) #10-16 HWH SCREWS TO EA
STUD MAX
t4
INTERIOR FASCIA DETAIL
S7A
112" =1'-0"
CONT 2X12 W/ (3) SIMPSON
TB1475S WOOD TO STEEL
SCREWS AT EA STUD LOCATION
CONT 2X12 W/ (2)10d
COMMON NAILS @ 6" OC
CONT 2X12 W/ (3) SIMPSON
2X12 TO FULLY BEAR ON
TB1475S WOOD TO STEEL
STEEL
SCREWS AT EA STUD
2
LOCATION
S7.4
2
S7.1
"I"
i
W BEAM,
_ _ - J
SEE PLAN 2X12
W BEAM,
SEE PLAN
EXTERIOR COLD
FORMED STEEL
WALL FRAMING
CATWALK SECTION AT TOWER
HORIZ CONT 2X6 TOP
RAIL W/ (2)16d COMMON
NAILS
R-60 MAX
2X6 TOP RAIL W/ (2)
4X4 POST @ 3'-6" OC MAX,
16d COMMON NAILS
SEE PLAN
INTO EA POST
2X6 MID RAIL W/ (2)
c
16d COMMON NAILS
INTO EA POST
2X6 KICK RAIL W/ (2)
SIMPSON DTT2Z WI (8)#14X1 1/2"
16d COMMON NAILS
LG. SDS & (1)1/2" DIA A307 THRU
INTO EA POST
BOLT W/ WASHER & NUT AT EA
EXTEND 2X 16" MIN
SUPPORT POST
FROM EDGE OF
CATWALK
DBL 2X12 FLOOR JOIST.
_
_ 3 ATTACH 2X W/ (2)10d
NAILS @ 12" OC MAX
SIMPSON LJS210-2 HANGER,
TYP AT EA END OF DOUBLE
5/8" PLYWOOD SHEATHING
2X12 BEAMS
FASTENED TO JSTS W/
10d COMMON NAILS @ 8" OC
2X12 STUD
�2
CATWALK SECTION
57.4
3/4" = V-0"
HORIZ CONT 2X6 TOP RAIL W/
RTU
RTU
(2)16d COMMON NAILS
UNIT CURB
RTU
2X6 TOP RAIL W/ (2)16d
(14GA MIN)
UNIT CURB
COMMON NAILS INTO EA POST
MOUNTING CLIPS
(3) #12 SCREWS W/
UNIT CURB
(14GA MIN)
MOUNTING
BY GC
PLASTIC WASHERS AT
(14GA MIN)
YLIGC
2X6 MID RAIL W/ (2)16d
EA PL LOCATION
MOUNTING CLIPS
COMMON NAILS INTO EA POST
g
SHOWN ABOVE
BY GC
4
PL 1/8"X3"X20" AT EA CORNER
2X6 KICK RAIL W/ (2) 16d
4X4 POST @ 3'-6" OC MAX,
#12 SCREW @
z
OF UNIT. (3) STRAPS MIN OR
COMMON NAILS INTO EA POST
SEE PLAN
6" OC, TYP
@ S-0" OC MAX
3/8" A307
z
PROVIDE CONT PT WOOD
THROUGHBOLTS W/
ROOF DECK EDGE ANGLE
MTL ROOF
BLOCKING FOR CURB SUPPORT
WASHERS & NUTS ON
BOTH SIDES @ 12" OC
MTL ROOF
MTL ROOF DECK
DECK
z
ALL AROUND
PROVIDE PT WOOD
DECK
BLOCKING FOR CURB SUPPORT
5/8 6" CTRS
2X6 HOST, -PEA SIDE OF
MTL ROOF
4X4 POST, TOP & BOT
5/8 6" CTRS
DECK
(3) #12 TEK5 SCREWS AT EA
PL LOCATION SHOWN ABOVE
2X12 TOP PL WI0.157" DIA
FASTEN TOP PL TO BOT PL USING
SIMPSON PDPA OR HILTI X-U
10d COMMON NAILS @ 6" OC STAGGERED
STL ANGLE
CLEAN AND PREPARE WELDS, SEE DETAILS
SCREWS MUST PENETRATE
STL ANGLE
CLEAN AND PREPARE WELDS, SEE DETAILS
PAF INTO WOOD PL & STL &B
(2) EBM
A SIDE OF POST -_T&B�
AND PAINT WITH ZRC COLD
A MIN OF THREE THREAD
AND PAINT WITH ZRC COLD
@ 8" OC STAGGERED
2 SIMPSON 2.5A CONNECTORS FULLY NAILED
W
GALVANIZING COMPOUND
PITCHES BEYOND THE
STL ANGLE
GALVANIZING COMPOUND
BETWEEN POSTS
5 8d NAILS INTO 2X6 HORIZ & 5 8d NAILS
(T&B)
PER MFR
METAL SUBSTRATE
SEE DETAILS
PER MFR
INTODBL2X TOP PL - (1) CONNECTOR AT EA
RECOMMENDATIONS
RECOMMENDATIONS
SIMPSON L70 FULLY NAILED W/ (8)
2X6 HORIZ AT BOT FLANGE OF BM
10dX1 1/2" LG NAILS, (4) INTO DBL
OPTION 1 - HOLD DOWN STRAP TO STEEL ANGLE
OPTION 2 - BOLT TO STEEL ANGLE
OPTION 3 - WELD TO STEEL ANGLE
2X12 TOP PL & (4) INTO 2X6 HORIZ
MECHANICAL UNIT CURB
ATTACHMENT
GUARDRAIL POST DETAIL
S7A
112" = V-0"
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S8.0
GENERAL NOTES
1. EXTERIOR FOOTINGS HEREIN ARE RELATIVE TO ADJACENT GRADE. THE TOP OF ALL
EXTERIOR FOOTINGS SHALL BE:-2'-0".
2. SEE ARCH / PLUMBING DRAWINGS FOR DRAIN SLOPES, ELEVATIONS AND SLAB RECESSES.
3. OPENING / RE-ENTRANT CORNER, TYP. PROVIDE (2) #4 X 4'-0' LONG BARS AT MID -HEIGHT OF
SLAB.
WALL FOUNDATION
SCHEDULE
MARK
WIDTH
FOUNDATION
THICKNESS
TOP REINF.
BOTTOM REINF.
WF4
4' - 0"
1' - 0"
(4) #5 CONT & #5 @ 18" OC TRANS
(4) #5 CONT & #5 @ 18" OC TRANS
POST BY
OTHERS,SEE
PLANS
24" DIA ROUND
CONC PIER, CAST
W/ FTGS
T.O. FLOOR SLAB
D, - 0"
COLUMN ENCASED IN CONCRETE
3/4" 11-0"
MATCH
WALL
BOND BEAM, SEE PLAN
FOR REINF
CONCRETE PRE -CAST
LINTEL. MATCH WALL
WIDTH
CMU LINTEL / BOND BEAM AT DOOR
11 CROSS SECTION
S9.0 1 112" =1'-0"
HORIZ. JOINT REINFORCING
REINFORCEMENT F (3 TOTAL)
HORIZONTALJOINT
REINFORCEMENT
TYPICAL REINFORCEMENT -
REINFORCING
(2) TOTAL N
I
6" MIN. S
ON FILELAPD
FORMED
CORNERS
AT CORNERS -
NOTE: SEE TYPICAL WALL
SECTIONS FOR REINFORCING
SIZE AND SPACING
REQUIREMENTS.
(2) POURED AND
REINFORCED CELLS I CONTROL JOINT
ON EACH SIDE OF
CONTROLJOINT. CMU WALL
NOTES:
1. BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS ACROSS
JOINT.
2. CUT CMU IN FIELD THROUGH WALL PRIOR TO GROUTING.
3. DO NOT CUT BOND BEAM REINFORCEMENT.
4. REINFORCED CELLS SHALL MATCH WALL REFORCEMENT
REQUIREMENTS. IF WALLS ARE DOUBLY REINFORCED, THE
REINFORCED CELLS WILL REQUIRE (2) BARS IN EACH.
5. WEATHERPROOF JOINT. REFERENCE ARCHITECTURAL DETAILS.
CMU CONTROL JOINT_
S9.0 1" =1'-0"
CSEi:T:11DIM
MIN SPLICE LENGTH AT
CORNERS/INTERSECTIONS
TYPICAL 0. CORNERS
CONTINUITY CORNER, TYP
.0. WALL = 8'-8" A.F.F. MAX,
;EE ARCH
TINGLE COURSE BOND BEAM,
TEE PLAN FOR REINF
CMU, SEE PLAN FOR REINF
'ROUT SOLID ALL CELLS BELOW
'RADE
TOWEL TO MATCH VERT REINF,
;EE PLAN
SEE PLAN & FTG SCHED FOR
SIZE, DEPTH & REINF REQ'D IN
FTG'S
SAWCUT, FILL W/ JOINT FILLER AT
EXPOSED JOINTS, SEE
SPECIFICATIONS
1/8" WIDE X T/4 DEEP
SAWCUT JOINT
SAWCUT JOINT
TYP "C.J"
SLAB JOINT NOTES:
1. SEE PLAN FOR SLAB THICKNESS "T", REINFORCING AND SUBBASE.
2. CONTROL JOINTS TO BE EITHER A SAWCUT OR CONSTRUCTION JOINT.
3. SAWCUT JOINT SHALL BE 1/8" WIDE X T/4 DEEP CUT MADE WITHIN 2 HRS MIN AND 12 HRS MAX
AFTER CONCRETE PLACEMENT WITHOUT RAVELING AND BEFORE RANDOM CRACKS OCCUR.
GENERAL SLAB JOINT INFORMATION
W4" =1'-0"
CONC SLAB, SEE PLAN
STD HOOK
-9a
A °
1L
1
(2) #4 CONT
N �
U
g d
a a.
wOR-
U 3" SEE PLAN
CLR
FOUNDATION DETAIL
STD HOOK
e
(2) #5 CONT
GROUT SOLID ALL CELLS
BELOW GRADE
DOWELS TO MATCH VERT
REINF, SEE PLAN
SEE PLAN & FTG SCHED
FOR SIZE, DEPTH & REINF
REQ'D IN FTGS
CONC SLAB, SEE PLAN
SLAB TRANSITION DETAIL
S9.0 W4" =1'0"
- a
m-
J
1
(2) #5 CONT
SLAB, SEE PLAN
i00K
CONT
STRUCTURAL 3D VIEW
26' - 8"
hvi:v-
r —
I
I
I
I
I
— — — — — — — — — —
— — — — — — — — — — -
`v
5
SEE NOTE 3
><
8" CMU WALLS AT TRASH COMPOUND W/ (1)
S9.0
#5 VERT (EDGE SPACING) REINF FILLED
CELLS @ 32" OC. PROVIDE SAME REINF
6' CONC SLAB W/ 4000 PSI CONC W/ #4 BARS
FILLED CELL EA CORNER, INTERSECTION
@12" OC EW CENTERED IN SLAB
AND WALL ENDS. PROVIDE SINGLE COURSE
COMPACTED SOIL IN ACCORDANCE WI
BOND BEAM W/ (2) #5 CONT AT TOP OF CMU,
GEOTECHNICAL REQUIREMENTS AT TRASH
T.O. MASONRY = 8'-8" A.F.F. MAX, SEE ARCH.
PROVIDE FILLED CELL W/ (2) #5
COMPOUND SLAB
GROUT ALL CELLS BELOW GRADE SOLID
VERT (EDGE SPACING) EA SIDE
OF OPENING AT JAMBS. PROVIDE
LL
a 1
1 8" X 8" PRECAST LINTEL BASE W/LL
1
(2) #5 CONT ABOVE OPENING
1
7
C.J., TYP
s9.o
6-0" EMBEDMENT
ON
CENTER
GATE POSTS
POST BY
ONLY
OTHERS,
TYP (4)
ri
L
-0 J
4
S9.0 12
S9.0
8" CONC SLAB W/ 4000 PSI CONC W/ #4 BARS
@12" OC EW CENTERED IN SLAB
COMPACTED SOIL IN ACCORDANCE W/
GEOTECHNICAL REQUIREMENTS AT TRASH
COMPOUND SLAB
3
S9.0
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TYPICAL CMU DETAILS
1., = 1.-0.1
WALL SECTION
3/4" = 1'-0"
FOUNDATION DETAIL
3/4" = 1'-0"
FOUNDATION PLAN
1/4" = 1'-0"
S9.0